particular specifications (road works) - CIDCO Maharashtra Ltd.

CIDCO OF MAHARASHTRA LTD 

C.A.No.01/CIDCO/SE(KHR)/EE(KHR-I)/2010–11 Pg. No. 249 

1.0 GENERAL 

PARTICULAR SPECIFICATIONS 

(ROAD WORKS) 

The Particular Specifications are to be read in conjunction with the 

specifications contained in the description of items of Schedule “A” 

specification contained in “Standard Specifications” published by 

Buildings and Communications Department of Maharashtra, relevant 

Indian Standard Specifications. In case of conflicting provisions in 

various documents (except Schedule “A”), the provisions in Particular 

Specifications shall take precedence over any other documents. 

2.0 CLEARING SITE : 

The ground over which the Roads are to be constructed shall be 

cleared from all loose, vegetation, bushes, stumps and all other 

objectionable materials. Brushwood, stumps, vegetation etc. shall be 

cut flush with the ground. Materials obtained from clearing site shall 

be disposed off as directed. 

3.0 Excavation for roadways to any depth in all types of earth, soils such 

as sand, gravel slush, soft murum, hard murum with or without 

boulders with all lifts and upto 1.5m depth including disposing off 

the surplus materials within 50m. beyond the work site, stacking and 

spreading as directed including payment of royalty charges, fees, 

taxes etc. 

3.1 GENERAL: 

Roadway and drainage excavation shall consist of excavation, 

removal, conveyance and satisfactory disposed of materials of the 

strata covered by the wording of the item for the construction of the



road and its drainage including finishing the surface and the slopes 

to the required grade, lines, levels, curves and sections shown on the 

plans or as directed by the Engineer. The item also covers 

maintaining the work in finished condition until taken over by the 

Department. 

3.2 CLEARING SITE: 

The land width required for the roadway, gutters, side slopes and 

catchwater gutters shall be cleared of all trees having a girth of 

30cm (about 1’) and less, brushwood, loose stones, vegetation, 

bushes, stumps and all other objectionable materials. The roots of 

trees shall be removed to a depth of 30cm (about 1’) below the 

surface of the road formation and side slopes and the excavation 

filled up with excavated materials in 15cm to 20cm. (about 6” to 8”). 

Layers and compacted, Brushwood, stumps, vegetation, etc. shall be 

cut flush with the ground. All the materials cleared will be the 

property of CIDCO. Useful materials shall be arranged in 

convenient stacks along the road boundary or as directed at places 

within lead of 50 meters (164’) and handed over to the Department 

in convenient sections. Unsuitable materials shall be burnt or 

otherwise disposed of by the contractor at his own cost as directed 

by the Engineer without crushing any nuisance inconvenience or 

damage to the work, property or people in the neighborhood. If the 

material is disposed of outside the road land, necessary permission 

from the private land owners shall be taken by the contractor and 

royalty etc., if any paid by him without claiming compensation. In all 

cases, the materials shall be disposed of in a neat manner.



3.3 SETTING OUT: 

After clearing the site, the alignment of the road shall be properly set 

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

plans by total station by appointing reputed surveyor as directed by 

the Engineer. The contractor shall provide all labour and materials 

such as lime, string, pegs, nails, bamboos, stones, mortar concrete 

etc., required for setting out, establishing Bench Marks and giving 

profiles. The contractor shall responsible for maintaining the B.Ms., 

profiles alignment and other stacks and marks as long as they are 

required for the work in the opinion of the Engineer. If the contractor 

defaults in this respect even after direction by the Engineer within the 

specified time, they may be restored by the Engineer at the cost of 

the contractor. Levels and sections of the ground shall be taken and 

recorded in the presence of the contractor or his authorized 

representative before the excavation is started to serve as the basis 

of measurement. The contractor or his representative shall sign the 

book in token of his acceptance of the level etc. If there is any 

disagreement, the contractor shall inform of it in writing to the officer 

concerned with specific reference to the sections before starting 

further work. Once further work is started, no cognizance of any 

complaint shall be taken. Merely not signing of the book shall not be 

deemed as disagreement. 

3.4 CLASSIFICATION OF EXCAVATION: 

All the materials encountered in the excavation would be mainly 

classified in the following groups: 

1) Soils of all sorts, sand, gravel, soft murum and other similar 

soft or loose materials. 

2) Hard murum. 

3) Hard murum and boulders.



1) Soil of sorts, sand, gravel, soft murum and other similar soft or 

loose materials. : 

Soils of all sorts, sand, gravel soft, murum softman, chopan yellow 

soil, etc., shall included all material of earthy or sandy nature which 

can be easily ploughed or small shingle and gravel which can be 

easily removed. Removal of small boulder not exceeding 0.03 cu.m. 

or 30 litres (about one c.ft.) accruing in the strata will be included in 

the rate for this item. 

2) Hard murum : 

This shall include all kinds of disintegrated rock or shale or 

indurated clay free from boulders larger than 0.03cu.m. or 30 litres 

(about one cu.ft.) and can be removed with pick and shovel though 

not without some difficulty. 

3) Hard Murum & Boulders : 

This shall include all kinds of disintegrated rock or shale or 

indurated clay interspersed with boulders less than half cubic metre 

and larger than 0.03 cu.m. or 30 litres (approx one c.ft.) which do 

not normally need blasting and can be removed with pick, bar, 

wedges, and hammer. Boulders bigger than 1/2 cu.m. will be paid 

for as soft or hard rock according as it is soft or hard rock. 

The classification of the excavation would be decided by the 

Engineer and his decisions shall be final and binding on the 

contractor. Merely the use of explosives in excavation will not be 

considered as a reason for higher classification unless blasting is 

clearly necessary in the opinion of the Engineer.



3.5 CONSTRUCTION METHOD: 

Profiles of the section including the road side gutters to be excavated 

shall be laid at suitable intervals of 10 m. (about 32.8’) to 50m. 

(about 64’) or other intervals directed by the Engineer to conform to 

the curved or straight alignment, section, grades and side slopes. 

The lines of cuts shall be clearly marked and profiles of 

embankments where excavated materials are to be used shall be set 

up with the toe line marked on each side. The roadway section shall 

be first excavated with vertical sides for each lift and the side slopes 

for that lift shall be excavated in steps. 

These steps shall be smoothened to the required slopes when the 

excavation reaches the road formation. The contractor shall on no 

account excavate beyond the slopes or below the specified grade 

unless so directed by the Engineer in writing. If excavation is done 

below the specified level or outside the section, it shall not be paid 

for and the Contractor shall be required to fill up at his own cost 

such extra excavation in the road portion with approved materials of 

the embankment grade in layer of 15cm. to 20cm. (about 6” to 8”) 

watered and fully compacted to attain maximum density laid down 

for the embankment in the same agreement elsewhere. The 

Engineer may require measurement ridges and dead-men to be left 

at specified interval or places and kept intact till ordered to be 

removed for the purpose of check measurements. The excavation 

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

curves, grades sections and side lopes a shown on the plans or 

directed by the Engineer. The sub-grade if loose shall be scarified, 

watered and compacted to the same density as the embankment. 

The section, side slopes and catchwater gutters shall be maintained 

by the contractor at his own cost in such a way the formation and



gutters will be well drained by providing necessary diversions, etc. 

and not damaged due to obstruction of any drainage. Necessary 

passages shall be provided for leading away seepage, springs, 

surface flow or rain water safely without damaging the work. If any 

damage occurs due to default of the contractor in this respect, he 

shall make good the damage at his own cost. If it is necessary in the 

execution of the work to interrupt existing surface drainage, 

irrigation channels, sewers or under drainage, temporary 

arrangements shall be provided till such time as is necessary. The 

contractor at his own cost shall make good the interrupted drainage 

and sewer, etc., unless separately provided in the tender. Any 

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

his operations or negligence shall be made good by the contractor 

at his own cost. 

Roadside gutters shall be excavated to the specified sections and 

shall be measured along with the main cutting in cubic meters. 

Intercepting or catchwater gutters necessary shall be built to the 

cross-section, shown on the plans in time to prevent damage to the 

cuts or banks. 

3.6 DEWATERING: 

If water is met with in the excavation due to springs, seepage, rain or 

other causes it shall be removed by suitable diversions, pumping or 

bailing out and the excavation kept dry whenever so required or 

directed by the Engineer. Care shall be taken to discharge the water 

so as not to cause damage to the work, crops or any property or any 

inconvenience to the property holders in the neighborhood. Unless 

separate provisions is made in the tender fro dewatering the cost of 

dewatering shall be covered by the rate for excavation.



3.7 SLIDES: 

If slides occur in the cutting they shall be removed as ordered by the 

Engineer. If finished slopes slide into the roadway before the final 

acceptance of the work, such slides shall be removed by the 

contractor and shall be paid for at the contract rate for the class of 

excavation involved provided the slides are not due to any 

negligence of the contactor. The classification of the materials in 

slides shall conform to its condition at the time of removal and 

payment made accordingly regardless or its prior condition. 

Care shall be taken to see that excavation is arranged in a safe way 

so that these will be no risk to the work or workmen by slides, falling 

materials, boulders and collapsing sides etc. 

3.8 PROTECTION: 

If there is traffic nearby or if there are towns and villages in the 

neighborhood, barricades and/or traffic signals shall be provided 

day and night for the duration of the work in such a way as to 

prevent accidents. Warning signals shall be displayed at 70m. from 

the danger point on both sides to give sufficient warning. If 

necessary, signalers shall be stationed at each end to regulate traffic 

where it is heavy. Measures shall be taken to see that the excavation 

does not affect or damage adjoining structures or property. If there 

is damage to property, injury to workers, the members of the public 

animals etc. due to the negligence of the contractor, he will be 

responsible and liable to all the consequences including 

compensation.



3.9 DIVERSIONS: 

If diversions are necessary for the traffic they shall be provided and 

maintained as specified under specification No. BR. 1 of Red Book. 

3.10 DISPOSAL OF EXCAVATED MATERIALS: 

All the excavated materials shall be the property of CIDCO, unless 

specifically mentioned otherwise. When the useful excavated 

materials is to be used in embankment within a lead of 50 m. (about 

164’) it shall be directly deposited at the required location in 15 cm. 

to 20 cm. (about 6” to 8”) layers, the charge for watering and 

compacting such materials being paid under a separate item. No 

handling or conveyance charges shall be paid if the material is 

temporarily deposited elsewhere and subsequently conveyed to the 

site of deposition. The sequence of operations should be arranged 

properly. Useful excavated materials to be used in embankment 

beyond 50 m. (about 164’) may be conveyed directly to the site of 

use and laid in layers or first deposited in heaps and conveyed and 

laid in layers subsequently the conveyance and the charges for the 

watering and compaction shall be paid for under a separate item. 

Materials required for four times other than bank shall be arranged 

in neat stacked at convenient places within a load of 50 m. (about 

164’) without interfering with the drainage in any way. If no CIDCO 

land is available but the excavated useful stuff is to be stacked 

temporarily before use under the same agreement the contractor 

shall make his own arrangement s for the stacking of his materials 

temporarily on private lands by paying rents etc. without claiming 

any compensation. Surplus cost to uniformly widen embankment to



flatten slopes and to fill low places in the road land within a lead of 

50m. (about 164’) is so directed by the Engineer. Materials not 

required for any use whatsoever may be disposed off by the 

Contractor at his own cost in a manner approved by the Engineer. 

The excavated materials shall not be deposited within 3 m. (about 

10’) from the top edges of slope of the bank unless expressly 

permitted by the Engineer in writing. When the excavated materials 

is deposited or disposed off by the contractor in land not belonging 

to Government he shall be responsible for any compensation 

required to be paid to the private and owner. The leads shall be 

measured from approximately centre of the block of the cutting to 

the approximate centre of block of deposited material. 

3.11 MAINTENANCE: 

The excavated roadway shall be maintained satisfactorily and 

protected by the contractor at his own cost against all damage till it 

is taken over by the Department. If any damage occurs, the 

contractor shall be responsible to repair it at his own cost. 

3.12 ITEM TO INCLUDE: 

1) Clearing Site 

2) Setting out by total station including necessary labour, 

material and fixing reference marks. 

3) Diversion unless separately provided in the tender. 

4) Dewatering unless separately provided in the tender 

5) Protective measures for work, work people, public, animal, 

property etc.



6) Excavation to the required lines, curves, section and grades. 

7) Conveying the excavated materials including all lifts and lead 

upto 50 m. (about 164’), spreading in layers or stacking as 

directed and disposing off unwanted materials. 

8) All labour, materials and use of equipment and tolls required 

for completing the item satisfactorily. 

9) Compensation on account of damages, accidents or use of 

private lands royalty, etc. 

3.13 MODE OF MEASUREMENT & PAYMENT: 

The contract rate shall be for a unit of one cubic metre for the strata 

mentioned in the wording of the items of excavation acceptably 

completed, limited to the dimensions shown on the plans or as 

directed by the Engineer. Excavation shall be measured in its original 

position by the taking cross-sections before the work start and after it 

is entirely completed. The quantity shall be worked out by the 

Average End Area method. The individual dimensions and areas of 

the cutting shall be measured correct upto two places of decimals of 

a metre and square metre respectively and the quantity worked out 

correct up to two places of decimals of a cubic metre. 

When the classification of the strata changes, the contractor shall 

bring this to the notice of the Engineer who will then verify and if 

necessary take levels for the changed strata for purpose of 

measurement. 

The engineer at his option may direct dead-men to be left at such 

intervals as he may indicate for purpose of measuring the depths 

and other dimensions either for initial measurements or for



checking. Deduction shall be made for these dead-men. These shall 

be removed when no longer required and the deduction restored 

thereafter. If the dead-men are not removed and used in the work or 

otherwise disposed of as directed by the Engineer within 15 days of 

the date of check measurement, the Engineer shall have the right to 

remove then at the contractor’s cost. If for any reason the dead-men 

are damaged at the time of measurement the measuring or check 

measuring officer shall estimate the quantity of earthwork at his 

discretion and such estimate shall be final. 

4.0 Providing earthwork in embankment with approved materials 

4.1 GENERAL : 

obtained from contractor’s own source including all lifts and leads, 

laying in layers of 20 cm. to 30 cm. thickness, breaking clods, 

dressing to the required lines, curves, grades and section, watering 

and compacting to 97% Modified Proctor Density Complete. 

The work shall include preliminaries of clearing site, setting out and 

preparing the ground and thereafter forming embankment for the 

road with approved materials obtained from contractor’s own source, 

laying in layers, watering and compacting to the required density and 

lines, curves, grades, cross section and dimensions shown on the plan 

or as directed by the Engineer with due allowance for shrinkage. 

4.2 CLEARING SITE : 

The ground over which embankment is to be formed shall be cleared 

of all trees (unless cutting of trees of over 30 cm. girth is provided as 

a separate item vide Rd.1), brushwood, loose stones, vegetation, 

bushes, stumps and all other objectionable materials, under this item.



Roots of trees shall be grubbed to a depth of at least 15 cm. below the 

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

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

filled with excavated materials in layers of 15 cm. and compacted. 

Brushwood, stumps, vegetation etc. shall be cut flush with the ground 

materials obtained from clearing site shall be dealt with according to 

Clause No.3.2 of Particular Specifications. 

4.3 SETTING OUT : 

After the site is cleared, setting out shall be done as laid down in 

Clause No. 3.3 of Particular Specification. Profiles shall be set up 

with stout 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 80 metres on straight portion and 

10 m. or less on curves or as directed by the Engineer. 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. 

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

and profiles, B.Ms. etc. put up by the contractor. These shall be 

covered by the rate. 

4.4 MATERIALS : 

Profiles, pegs, bench marks and other marks shall be maintained 

without any disturbance as long as they are required. 

After utilising, for the embankment all the useful and acceptable 

materials obtained from the contractor’s own source within the



specified leads the contractor shall obtained additional materials from 

Contractor’s own source. Satisfactory soil murum or a mixture of soil, 

sand, murum, gravel, small boulders or rubble shall normally be 

acceptable. Soils having laboratory dry density less than 1.75 gm./cc. 

shall not be used in embankment. Only the materials considered 

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

shall not be put into the bank nor brought to the work site. Perishable 

materials such as stumps, pieces of wood, roots, rubbish, etc. and 

such other materials as will effect the stability of the embankment shall 

not be used. Soils with humus of grass will be permitted to be used 

as surface covering for the bank slopes to a thickness of not more 

than 30 cm. (about 12"). 

4.5 EQUIPMENT : 

Pickaxes, crowbars, phawras and pans may be used for manual work. 

Scrapers, dozers, graders, shovels, dumpers, trucks, trolleys etc. may 

be used for mechanised work. 8-10 tonne vibratory roller giving a 

pressure required to obtain the specified density may be used for 

compaction. Mechanically driven tankers may be used for watering. 

4.6 CONSTRUCTION METHOD : 

4.6.1 Diversion : 

If diversions barricading and signals are found to be necessary, they 

shall be provided as detailed in specification No. BR. 1 of Standard 

Specifications of Red Book. 

4.6.2 Preparing the ground for laying bank : 

Before any material is laid for the bank the ground shall be cleared of 

all rubbish etc. and the holes if any, filled up. When the embankment



is to be laid on hill sides or slopes, the existing slopes shall be 

ploughed deeply. If the cross slopes are steeper than 1 in 3, steps with 

reverse slope shall be cut into the slopes to give proper hold and 

seating to the bank as directed by the Engineer. On surfaces flatter 

than 1 in 15 no special surface treatment such as cutting steps shall be 

necessary. The top 15 cm. (about 6") 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 15 cm. (about 6") of the finished 

formation, the road or other hard surface shall be scarified to a 

minimum depth of 15 cm. (about 6"). 

The rate for embankment includes all the operations for preparing the 

bed for laying the bank. 

4.6.3 Laying the bank : 

Embankment material shall be placed in successive horizontal layers 

of 20 cm. to 30 cm. (about 8" to 12") depth, extending to the full 

width of the embankment including the slopes at the level of the 

particular layer and 30 cm. (about 12") 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 correct 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 will remain loose and uncompacted.



4.6.4 Watering: 

Similar procedure to extend the embankment by dumping the material 

longitudinally shall also not be allowed. When placing the bankwork 

in 20 cm. to 30 cm. layers is not feasible as in water or over slopes too 

steep to operate the construction equipment, the embankment may be 

constructed 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, levelled and compacted as specified 

hereinafter, before the succeeding layer is placed. The surface of the 

embankment shall, at all times during construction, be maintained at 

such a cross fall as will shed water and prevent ponding. If bridges 

and culverts on the road are not completed in advance of bankwork, a 

length of 15 m. to 30 m. (about 50' to 100') bank shall be left on each 

side of the structure and these lengths shall be dealt with later for 

placing the bank work. 

If the bank material contains less than the optimum moisture water 

shall be added to the material in the borrow pits or alternatively in the 

loose layers of the embankment to bring the moisture uniformly upto 

requirement. If some moisture is likely to be evaporated in transit or in 

the bank before compaction adequate water in excess shall be added 

to allow for the loss. 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 content of the



soil cannot be reduce to the appropriate amount by exposure, bank 

work shall be suspended till suitable conditions prevail without 

contractor's claiming any compensation. 

Water to be used shall be free of from harmful elements which may 

cause heavy efflorescence etc., and approved by the Engineer. The 

contractor shall make his own arrangement for getting adequate 

quantity of acceptable water. 

4.6.5 Compaction: 

When a loose layer is levelled manually of mechanically and 

moistured or dried to a uniform moisture content suitable for 

maximum compaction, it shall be compacted by power roller, sheeps 

foot rollers or vibratory roller or heavy haling or dozing equipment to 

give the specified 97% of the Modified Proctor Density. If on testing, 

the density is found to be less than 97% of the Modified Proctor 

Density the contractor shall do additional compaction necessary to get 

the specified density after adding water if required. The density can 

not be improved on reasonable efforts, the work may be accepted as 

substandard by the Engineer. If he thinks it not harmful for the 

purpose, at a reduce rate. Where the specified density is imperative 

the work shall be removed and redone by the contractor at his own 

cost to give the specified density. 

Where the material allowed to be used is excessively stony or sandy so 

that it will not compact to the required density where such material is 

otherwise acceptable for embankment construction the Engineer may 

waive the tests for stony or sandy portions where the required test 

results are contained. Each layer shall be compacted fully before the 

next layer is laid.



Proper sequence of all component operation shall be maintained to 

give individual progress. 

To all for subsequent settlement, the finished level or of the 

embankment may be kept higher than the specified level by 1 cm. for 

each metre of the height of the bank and this, if provided, will be paid 

for. 

The hauling equipment, animals, labour etc., shall be made to go 

over the bank as far as possible, to get the initial compaction. Care 

shall be taken for getting good compaction behind abutments returns 

and wings walls, etc. 

Bank-work in areas not accessible to rollers such as those adjoining 

bridges, culverts and other work, shall be carried out independently of 

the main embankment and shall be have the layers placed in 10 cm. 

to 15 cm. (about 4" to 6") height 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. 

4.7 PROTECTION: 

Proper care shall be taken to ensure that the method of operation and 

compaction of the bank-word does not cause damage or undue strain 

to any structural element. Embankment over and around bridges or 

culverts shall be of approved materials and carefully placed and 

compacted. The contractor 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 nearby property owners 

and traffic.



4.8 FINISHING: 

The embankment shall be finished and dressed smooth and even in 

conformity with the alignment, levels, cross-sections and dimensions 

shown on the drawings with due allowance for shrinkage. On curves, 

section shall be provided with super elevation and increased widths as 

shown on the plans or directed by the Engineer. All damages caused 

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

operations. The road land which shall be cleared of all debris and 

ugly spots near camping areas etc. for which the contractor or his men 

were responsible. 

4.9 MAINTENANCE: 

4.10 TESTS: 

The contractor shall be responsible for maintaining the bank-work 

satisfactorily at his own cost till finally accepted including making good 

any damages. 

1) Tests shall be made to determine the maximum density of the 

material to be used by the Proctor method before starting the 

work. 

2) Density tests shall be carried out for the bankwork during the 

progress of the work. One set of three core samples for every 

3,000 sq.m. area of each layer of bank work shall be taken 

and tested. The average density shall not be less than 97% of 

the Proctor density. A deviation of 80 kg./cu.m. for fine and 

160 Kg./cu.m. for coarse grained soils shall be permitted in 

dry density in individual sample if the average density reaches 

upto 97% Modified Proctor density for each set.



4.11 ITEM TO INCLUDE : 

1) Clearing site. 

2) Setting out alignment including necessary labour and materials 

and maintaining it as long as required. 

3) Preparing the ground for laying the embankment. 

4) Providing and maintaining diversions if necessary unless provided 

as a 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 

and Royalties, fees, Quarry Permit etc. if any. 

6) Protecting and maintaining the bank. 

7) Finishing the embankment. 

8) All labour, materials, use of equipment, tools and plants 

necessary for completing the work satisfactorily. 

4.12 MODE OF MEASUREMENT AND PAYMENT : 

The contract rate shall be per cu. metre of the finished bank work. 

Measurements shall normally be taken by levelling sections and 

chaining distances between them. 

The measurements of the sections shall be limited to the dimensions 

shown on the drawings or those ordered by the Engineer in writing. 

The dimensions shall be recorded correct upto two places of decimals 

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

places of decimals of a sq.metre. The quantity shall be worked out 

correct upto two places of decimals of a cu.m. by the average end 

area method.



The volume of bank thus calculated shall be reduced by 5 percent for 

the purpose of payment when the measurements are taken for 

running bills and by 1 percent in final measurements. 

If outside materials have been used in the portions of the bankwork 

where materials from cutting were to be used the outside material 

shall be deemed to have been obtained from the cutting as specified 

in those item and paid for under those items only. 

The final quantity to be paid for under this item shall be the total 

quantity of bankwork reduced by 1 percent less the quantity to be 

paid for using materials from cutting. 

5.0 GRANULAR SUB-BASE 

5.1 SCOPE: 

5.2 MATERIALS: 

This work shall consist of laying and compaction well-graded material 

on prepared subgrade in accordance with the requirements of these 

specifications. The material shall be laid in one or more layers as sub- 

base and upper sub-base (termed as sub-base hereinafter) as 

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

drawings or as directed by the Engineer. 

5.2.1 The material to be used for the work shall be natural sand, murum, 

gravel, crashed stone or combination thereof 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 grading given in Table-1.



While the in Table-1 are in respect of close-graded granular sub-base 

materials. One each for maximum particle size of 75mm, 53mm and 

26.5mm, the corresponding gradings for the coarse graded materials 

for each of the three maximum particle sized are given at Table-2. The 

grading to be adopted for a project shall be specified in the contract. 

5.2.2 PHYSICAL REQUIREMENT: 

The material shall have a 10 percent fines value of 50kN or more (for 

sample in soaked condition) when tested in compliance with BS: 812 

(Part-III). The water absorption volume of the coarse aggregate shall be 

determined as per IS: 2386 (Part-III); If this value is greater than 2 

percent, the soundness test shall be carried out on the material 

delivered to site as per IS: 383. For grading II & III materials, the CBR 

shall be determined at the density and moisture content likely to be 

developed in equilibrium conditions which shall be taken a being the 

density relating to a uniform air voids content of 5 percent. 

TABLE – 1 

GRADING FOR CLOSE GRADED GRANULAR SUB-BASE MATERIALS 

IS SIEVE PERCENT BY WEIGHT PASSING THE IS SIEVE 

DESIGNATION GRADING-I GRADING-II GRADING-III 

75.0 MM 100 --- --- 

53.0 MM 80 – 100 100 --- 

26.5 MM 55 – 90 70 – 100 100 

9.50 MM 35 – 65 50 – 80 65 – 95 

4.75 MM 22 – 55 40 – 65 50 – 80 

2.36 MM 20 – 40 30 – 50 40 – 65 

0.425 MM 10 – 25 15 – 25 20 – 35 

0.075 MM 3 – 10 3 – 10 3 – 10 

CBR VALUE 

(Minimum) 

30 25 20



NOTE: 

The material passing 425 micron (0.425mm) sieve for all the three 

gradings when tested according to IS:2720 (Part-5) shall have liquid 

limit plasticity index not more than 25 and 6 percent respectively. 

5.3 STRENGTH OF SUB-BASE: 

It shall be ensured prior to actual execution that the material to be used 

in the sub-base satisfies the requirements of CBR and other physical 

requirements when compacted and finished. 

When directed by the Engineer, this shall be verified by performing CBR 

tests in the laboratory as required on specimens remoulded at field dry 

density and moisture content and any other tests for the “equality” of 

materials as may be necessary. 

5.4 CONSTRUCTION OPERATIONS: 

5.4.1 Preparation of subgrade: 

Immediately prior to the laying of sub-base, the subgrade already 

finished as to clause 301 or 305 of MORT & H Specification and other 

extraneous matter, lightly sprinkled with water if necessary and rolled 

with two passes of 80 – 100 kN smooth wheeled roller. 

5.4.2 Spreading and Compacting: The sub base material of grading 

specified in the contract shall be spread on the prepared sub – grade 

with the help of a motor grader of adequate capacity, its blade having 

hydraulic controls suitable for initial adjustment and maintain the 

required slope and grade during the operation or other means as 

approved by the Engineer.



When the sub-base material consists of combination of materials 

mentioned in Clause 401.2.1 of MORT & H Specification (Fourth 

Revision), mixing shall be done mechanically by the mix-in-place 

method. 

Manual mixing shall be permitted only where the width of laying not 

adequate for mechanical operations as in small – sized jobs. The 

equipment used for mix-in-place construction shall be rotavator or 

similar approved equipment capable of mixing the material to the 

desired degree. If so desired by the Engineer, trial runs with the 

equipment shall be carried out to establish its suitability for the work. 

Moisture content of the loose material shall be checked in accordance 

with IS:2720 (Part-2) and suitably adjusted by sprinkling additional 

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

applying water uniformly and at controlled quantities to variable widths 

of surface or other means approved by the Engineer so that, at the time 

of compaction, it is from 1 Percent above to 2 percent below the 

optimum moisture content corresponding to IS:2720 (Part-8). While 

adding water, due allowance shall be made for evaporation losses. 

After water has been added, the material shall be processed by 

mechanical or other approved means like disk harrows, rotavators until 

the layer is uniformly wet. 

Immediately, thereafter, rolling shall start. If the thickness or compacted 

layer does not exceed 100mm, a smooth wheeled roller of 80 to 100 

kN weight may be used. For a compacted single layer upto 225 mm 

the compaction shall be done with the help of a vibratory roller of 

minimum 80 to 100kN static weight with plain drum or pad foot drum 

or heavy pneumatic tyred roller of minimum 200 to 300 kN weight



having a minimum tyre pressure of 0.7 MN/m2 or equivalent capacity 

roller capable of achieving the required compaction. Rolling shall 

commence at the lower edge and proceed towards the upper edge 

longitudinally for portions having unidirectional cross fall and superelevation 

and shall commence at the edges and progress towards the 

center for positions having cross fall on both sides. 

Each pass or the roller shall uniformly overlap not less than one-third of 

the track made in the preceding pass. During rolling, the grade and 

crossfall (camber) shall be checked and any high spots or depressions, 

which become apparent, corrected by removing or adding fresh 

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

Rolling shall be continued till the achieved is at least 98 percent of the 

maximum dry density for the material determined as per IS:2720 

(Part-8). The surface of any layer of material on completion of 

compaction shall be well closed, free from movement under 

compaction equipment and from compaction planes, ridges, cracks or 

loose material. All loose, segregated or otherwise defective areas shall 

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

5.5 SURFACE FINISH AND QUALITY CONTROL OF WORK: 

The surface finish of construction shall conform to the requirements of 

Clause 902 of MORT &H Specifications. 

Control on the quality of materials and works shall be exercised by the 

Engineer in accordance with Section 900. 

5.6 ARRANGEMENTS FOR TRAFFIC: 

During the period of construction, arrangement of traffic shall be 

maintained in accordance with Clause 112 of MORT & H 

Specifications.



5.7 MEASUREMENT FOR PAYMENT: 

5.8 RATE: 

Granular sub-base shall be measured as finished work in position in 

cubic metres. 

The protection of edges of granular sub-base extended over the full 

formation as shown in the drawing shall be considered incidental to the 

work of providing granular sub-base and as such no extra payment 

shall be made for the same. 

The contact unit rate for granular sub-base shall be payment in full for 

carrying out the required operations including full compensation for: 

1) Making arrangements for traffic to Clause 112 of MORT & H 

Specifications except for initial treatment to verges, shoulders 

and construction or diversions: 

2) Furnishing all materials to be incorporated in the work including 

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

3) All labour, tools, equipment and incidentals to complete the 

work to the specifications, 

4) Carrying out the work in part widths of road where directed and 

5) Carrying out the required tests for quality control. 

6.0 WET MIX MACADAM SUB – BASE / BASE : 

6.1 SCOPE : 

This work shall consist of laying and compacting clean, crushed, 

graded aggregate and granular material, premixed with water, to a 

dense mass on a prepared subgrade/sub-base/base or existing 

pavement as the case may be in accordance with the requirements of 

the specification. The material shall be laid in one or more layers as 

necessary to lines, grades and cross sections shown on the approved 

drawings or as directed by the Engineer.



The thickness of a single compacted Wet Mix Macadam layer shall be 

less than 75 mm. When vibrating or other approved types of 

compacting equipment are used, the compacted depth of a single layer 

of the sub-case course may be increase to 200 mm upon approval of 

the Engineer. 


6.2.1 Physical requirement : 

SL. 

NO. 

Coarse aggregate shall be crushed stone. If crushed gravel/shingle is 

used not less than 90 percent by weight of the gravel/shingle pieces 

retained on 4.75 mm sieve shall have at least two fractured faces. The 

aggregates shall conform to the physical requirements set forth in the 

following Table – 1. 

TABLE – 1 

PHYSICAL REQUIREMENTS OF COARSE AGGREGATES 

FOR WET MIX MACADAM FOR BASE COURSES 

1. *Loss Angles Abrasion 

Value or 

2. * Aggregate impact 

value 

3. Combined flakiness and 

Elongation 

(total) 

indices 

TEST TEST METHOD REQUIREMENTS 

IS : 2386 (Part – IV) 40% Maximum 

IS : 236 (Part –IV) or 

IS : 5640 

30% Maximum 

IS : 2386 (Part – I) 30% Maximum** 

* Aggregates may satisfy requirement 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 

weight 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. 

6.2.2 Grading requirements : 

The aggregates shall conform to the grading given below: 

TABLE – 2 

GRADING REQUIRMENTS OF AGGREGATES FOR WET MIX MACADAM 

SIEVE DESIGNATION PERCENT PASSING 

53 mm 100 

45 mm 95 -100 

26.5 mm --- 

22.4 mm 60 – 80 

11.2 mm 40 – 60 

4.75 mm 25 – 40 

2.36 mm 15 -30 

600 microns 8 -22 

75 microns 0-8 

Materials finer than 425 micron shall have Plasticity Index (PI) not 

exceeding 6. 

The final gradation approved within these 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. 

6.2.3 Construction operation: 

6.2.3.1 Preparation of Base: 

Clause 404.3.1 of MORT & H shall apply.



6.2.3.2 Provisional of lateral confinement of aggregates: 

While constructing wet mix macadam, arrangement shall be made for 

the lateral confinement of wet mix. This shall be done by laying 

materials in adjoining shoulders along with that the wet mix macadam 

layer and following the sequence of operations described in Clause 

407.4.1 of MORT & H. 

6.2.3.3 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 

force/positive mixing arrangement like pugmill or pan type mixer of 

concrete batching plant. For small quantity of wet mix work, the 

Engineer may permit the mixing to be done in concrete mixers. 

Optimum moisture for mixing shall be determined in accordance with 

IS:2720 (Part -8) after replacing the aggregate fraction retained on 

22.4 mm sieve with material of 4.75 mm to 22.4 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 very from 

the optimum value by more than agreed limits. The mixed material 

should be uniformly wet and no segregation should be permitted. 

6.2.3.4 Spreading of mix : 

Immediately after mixing, the aggregates shall be spread uniformly and 

evenly upon the prepared subgrade/sub-base/base in required 

quantities. 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 partly 

completed stretch be permitted.



The mix may be spread either by a motor grader or a paver finisher or 

motor grader. For portions where mechanical means cannot be used, 

manual means as approved by the Engineer shall be used. The motor 

grade shall be capable of spreading the material uniformly all over the 

surface. Its blade shall have hydraulic control suitable for initial 

adjustments and maintaining the same so as to achieve the specified 

slope and grade. 

The paver finisher shall be self propelled having the following features: 

i) Moving hoppers and suitable distribution mechanism 

ii) 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 profile. 

iii) The paver shall be equipped with necessary control mechanism 

so as to ensure that the finished surface is free from surface 

blemishes. 

The surface of the aggregate 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 large and fine particles should be 

allowed. The aggregates as spread should be of uniform gradation 

with no pockets of fine/coarse materials. 

6.2.3.5 Compaction : 

After mix have been laid to the required thickness, grade and cross 

fall/camber, the same shall be uniformly compacted to the full depth 

with suitable roller. If the thickness of single compacted layer does not 

exceed 100mm, a smooth wheel roller of 80 to 100 kN weight may be 

used . For a compacted roller layer upto 200mm the compaction shall



be done with the help of vibratory roller of minimum static weight of 80 

to 100kN of equivalent capacity roller. The speed of the roller shall not 

exceed 5 k.m./h. 

In portions having unidirectional cross fall/super elevation, rolling shall 

commence from the lower edge and progress gradually towards the 

upper edge. Thereafter roller should progress parallel to the centre line 

of the road, uniformly overlapping each preceding track by at least one 

third width until the entire surface has been rolled. Alternate strips of 

the roller shall be terminated in stops at least 1 m. away from any 

preceding stop. 

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

running forward and backward until the edges have been firmly 

compacted. The roller shall then progress gradually towards the centre 

parallel to the centre line of the road uniformly overlapping each of the 

preceding tract by at least one third width until the entire surface has 

been rolled. 

Any displacement occurring as a result of reversing of the direction of 

the roller or from any other cause shall be corrected at once as 

specified and or removed the made good. 

Along forms, kerbs, walls or other places not accessible to the roller, 

the mixture shall be thoroughly compacted with mechanical tampers or 

a plate compactor. Skin patching of an area without scarifying the 

surface to permit proper bonding 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/base course or sub 

– grade. If irregularities develop during rolling which exceed 12 mm 

when tested with a 3 metre straight edge, the surface should be loosed 

and premixed material added or removed as required before rolling 

again so as to achieve a uniform surface conforming to the desired 

grade and cross fall. In no case should the use of unmixed material be 

permitted to make up the depressions. 

Rolling should be continued till the density achieved is at least 98% of 

the maximum dry density for the material as determined by the method 

outlined in IS:2720 (Part 8). 

After completion, the surface of any finished layer should be well 

closed, free from movement under compaction equipment or any 

compaction planes, ridges, cracks and loose material. All loose, 

segregated or otherwise defective areas shall be made good to the full 

thickness of the layer and re-compacted. 

6.2.3.6 Setting and drying : 

After final compaction of wet mix macadam course, the road shall be 

allowed to dry for 24 hours. 

6.2.4 Opening to traffic : 

Preferably no vehicular traffic of any kind should be allowed on the 

finished wet-mix macadam surface till it has dried and the wearing 

course laid.



6.2.5 Surface Finish and Quality Control of work : 

6.2.5.1 Surface evenness : 

The surface finish of construction shall conform to the requirements of 

Clause 902. 

6.2.5.2. Quality control : 

Control of the quality of materials and shall be exercised by the 

Engineer in accordance with Section 900 of M.O.R.T. & H. 

6.2.6 Rectification of Surface irregularity : 

Where the traffic irregularity of the wet mix macadam course exceeds 

the permissible tolerance 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 premixed material or removed and replace with fresh premixed 

material as applicable and re-compacted in accordance with Clause 

406.3 The area treated in aforesaid manner shall not be less than 5 m. 

long and 2 m. wide. In no case shall depressions be filled up with 

unmixed and ungraded material or fines. 

6.2.7 Arrangement for traffic : 

During the period of construction, arrangement of traffic shall be done 

as per Clause 112. 

6.2.8 Measurement for payment : 

Wet mix macadam shall be measure as finished work in position in 

cubic metres.



6.2.9 Rates : 

The contract unit rate for wet mix macadam shall be payment in full for 

carrying out the required operations including compensation for all 

components listed Clause 401.8 of MORT&H Specifications. 

7.0 PLATE LOAD TESTS : 

7.1 To conduct plate load test on new WMM surface by gravity method, 

using girder loading platform, mild steel plate of required size with 

minimum thickness of 25 mm and applying heavy loads by sand 

bags, pig iron, pig lead etc. to transfer the load to serial plate and to 

record the settlement using suitable dial gauges. 

The test shall be paid once at one place on one layer till the required 

results are achieved irrespective of number of times test carried out. 

7.2 To conduct the plate load test on new WMM surfaces, replacing 

loading platform by loaded truck and jacking against reaction by 

using hydraulic dial gauges to record settlement. 

The test shall be paid once at one place on one layer till the required 

test results are achieved irrespective of number of times test carried 

out. 

8.0 TACK COAT 

8.1 SCOPE 

This work shall consist of application of a single coat of low viscosity 

liquid bituminous material to an existing road surface preparatory to 

the superimposition of a bituminous mix, when specified in the contract 

or instructed by the Engineer.



8.2 MATERIALS 

8.2.1 Binder 

The binder used for tack coat shall be bitumen emulsion complying 

with IS 8887 of a type and grade as specified in the contract or as 

directed by the Engineer. The use of cutback bitumen as per IS 217 

shall be restricted only for sites at sub-zero temperatures or for 

emergency applications as directed by the Engineer. 

8.3 WEATHER AND SEASONAL LIMITATIONS 

Bituminous material shall not be applied to a wet surface or during a 

dust storm or when the weather is foggy, rainy or windy or when the 

temperature in the shade is less than 10 0 C. Where the tack coat 

consists of emulsion, the surface shall be slightly damp, but not wet. 

Where the tack coat is of cutback bitumen, the surface shall be dry. 

8.4 CONSTRUCTION: 

8.4.1 Equipment: 

The tack coat distributor shall be a self propelled or towed bitumen 

pressure sprayer with flow meter arrangement, equipped for spraying 

the material uniformly at a specified rate. Hand spraying of small 

areas, inaccessible to the distributor, or in narrow strips, shall be 

sprayed with a pressure hand sprayer, or as directed by the Engineer. 

8.4.2 Preparation of base: 

The surface on which the tack coat is to be applied shall be clean and 

free from dust, dirt and any extraneous material, and be otherwise 

prepared in accordance with the requirements of Clause-501.8 and 

902 of MORT&H specifications (Fourth Revision) as appropriate. 

Immediately before the application of the tack coat, the surface shall be 

swept clean with a mechanical broom, and high pressure air jet, or by 

other means as directed by the Engineer.



8.4.3 Application of Tack Coat : 

The application of tack coat shall be at the rate as specified in the 

Schedule, and shall be applied uniformly. The normal range of 

spraying temperature for a bituminous emulsion shall be 20 0 C to 70 0 C 

and for cutback 50 0 C to 80 0 C if RC-70/ MC-70 grade is used. Where 

a geosynthetic is proposed for use, the provisions of Clauses 703.3.2 

and 703.4.4 of MORT&H specifications shall apply. The method of 

application of the tack coat will depend on the type of equipment to be 

used, size of nozzles, pressure at the spray bar, and speed of forward 

movement. The contractor shall demonstrate at a spraying trial, that the 

equipment and method to be used is capable of producing a uniform 

spray, within the tolerances specified. The bitumen sprayer shall have a 

flow meter arrangement (duly calibrated) for measurement/rate of 

spraying and reconciliation of material. 

Where the material to receive an overlay is a freshly laid bituminous 

layer, that has not been subjected to traffic, or contaminated by dust, a 

tack coat is not mandatory where the overlay is completed within two 

days. 

8.4.4 Curing of tack coat: 

The tack coat shall be left to cure until all the volatiles have evaporated 

before any subsequent construction is started. No plant or vehicles shall 

be allowed on the tack coat other than those essential for the 

construction. 

8.5 QUALITY CONTROL OF WORK 

For control of the quality of materials supplied and the works carried 

out, the relevant provisions of Section 900 of MORT&H specifications 

(Fourth Revisions) shall apply.



8.6 ARRANGEMENT FOR TRAFFIC: 

During the period of construction, the arrangement for traffic shall be 

made in accordance with the provisions of Clause 112 of MORT&H 

specifications (Fourth Revision). 


8.8 RATE: 

Tack coat shall be measured in terms of surface area of application in 

square metres. 

The contract unit rate for tack coat shall be payment in full for carrying 

out the required operations including for all components listed in 

Clause 401.8 (i) to (v) of MORT&H specifications (Fourth Revision) and 

as applicable to the work specified in these specifications. The rate shall 

cover the provision of tack coat as per Schedule “A”. 

9.0 BITUMINOUS BOUND MACADAM: 

Providing and laying Bitumen Bound Macadam surface in 75 thickness 

including supplying all materials, including metal and bitumen etc., 

spreading 40 mm and 20 mm trap metal layers @ 9 cu.m./100 sq.m. 

and at 1.5 cu.m./100 sq.m., heating and spraying bitumen at the rate 

250 kg/100 sqm and spreading 12 mm size key aggregate @ 1.8 

cu.m./100 sq.m. providing and applying tack coat at the rate of 10 

kg/10 sqm. using 60-70 grade bitumen and compaction with vibratory 

roller etc. complete. Rate is excluding tack coat and tack coat shall be 

paid separately.



9.1 GENERAL : 


9.2.1 Bitumen: 

The work consists of supply of all materials and labour required for 

providing and laying bituminous bound macadam surface for 

compacted thickness of 75 mm. This item include preparing the existing 

road surface to receive the bituminous bound macadam course i.e. 

application of tack coat, spreading of 40 mm size metal layers in 

required thickness with compaction with vibratory roller, spreading 

20mm thick, compaction with vibratory roller, heating and spraying 

bitumen with equipment plant etc. Spreading key aggregate 12mm. 

chips and final compaction with vibratory roller etc. complete. The work 

shall be finished in accordance with the requirements of this 

specifications and in close conformity with grades, lines, cross sections 

and thickness as per approved drawings or as directed by the Engineer. 

The bitumen shall be penetration grade 60/70 bituminous as per 

Indian Standards Specifications. 

9.3 AGGREGATES: 

The aggregates shall comprise of 40 mm size and broken stone 

satisfying standard specifications clause Rd. 22.3.2, Page 201 of 

edition 1979, 20 mm size & 12 mm size crush aggregate satisfying 

standard specifications clause Rd.41.3.2 Page 216 of edition 1979 for 

respective size of crush metal. The aggregate shall be free from 

disintegrated pieces, organic or other deleterious set for in table 500/4 

of Ministry of Surface Transport’s specifications for Road & Bridges 

edition June 1992.



9.4 PROPORTINONG OF MATERIALS : 

The quantities of aggregates and bitumen required for the work of 

75mm compacted bituminous bound macadam is detailed below: 

a. 40mm size hand broken metal 9.00 cum. Per 100 sq.mt. 

b. 20mm size crushed metal 1.50 cum.Per 100 sq.mt 

c. 12mm size key aggregate 1.80 cum.Per 100 sq.mt. 

d. Bitumen 250 kg. per 100 sq.mt. 

9.5 PREPARATIONS OF BASE: 

The road surface shall be swept clean of all dirt, dust and other loose 

and foreign matter. The work shall be performed on such widths and 

lengths as directed by Engineer-in-charge and may required scarifying 

of existing layer, filling of pot holes etc. The edge line may be marked 

with stakes (formed or murum or metal 25 cm 30 width) 

Tack Coat : 

The tack coat over cleaned surface shall be applied with mechanical 

sprayer with flow meter attachment. 

9.6 SPREADING AND COMPACTION: 

9.6.1 Spreading of 40 mm size metal: 

40 mm Size hand broken metal shall be spread evenly at the rate of 9 

cum per100 sq.m. of area so as to form uniform layer over the width of 

road specified on plans any foreign matter, organic matter, dust grades 

etc. shall be removed immediately. The sections shall be checked with 

camber board, straight edge batten etc. Any irregularities shall be 

made good by adding aggregates in case of depressions and removing 

aggregates from high spots.



Compaction of 40 mm size metal: 

The surface of 40mm metal layer after brought to necessary grades 

sections shall be rolled with the use of vibratory roller. Rolling shall 

commence from the edges and progress towards the center 

longitudinally except super elevated portion it shall progress from the 

lower to upper edge parallel to the centre line of pavement. When the 

roller has passed over the whole area as prepared once, any high 

spots or depressions which become apparent shall be corrected by 

removing or adding aggregates. The rolling shall then continued till the 

entire surface has been rolled to desired compaction such that there is 

no crushing of aggregates and all roller marks have been eliminated. 

The each pass of roller shall uniformly overlap not less than one third 

of the track made in the preceding pass. 

9.6.2 Spreading of 20 mm size metal : 

20mm size crushed metal shall be spread evenly at the rate of 1.5 Cum 

per 100 sq.mt. of area over the 40mm size hand broken metal. 

9.6.3 Compaction after spreading of 20 mm size metal : 

The surface of 20 mm metal layer after brought to necessary grades 

and sections shall be rolled with the use of 8 to 10 vibratory roller. 

Rolling shall be commence from the edges and progress towards the 

centre longitudinally except on super edge parallel to the centre line of 

pavement. When the roller has passed over the whole area as 

prepared once, any high spots or depressions which become apparent 

shall be corrected by removing or adding aggregates. The rolling shall 

then continued till the entire surface has been rolled to desired 

compaction such that there is no crushing of aggregates and all roller 

marks have been eliminated. The each pass of roller shall uniformly 

overlap not less than one third of the track made in the preceding pass.



9.6.4 Bitumen Application : 

Bitumen to be used shall be got approved from Engineer-in-charge. 

Bitumen of IS grade S-65 needs heating to a temperature range 

between 177 degrees to 191 degrees. Bitumen shall be applied 

through a pressure sprayer with flow meter attachment uniformly at the 

rate of 250 kg. Per 100 sq.mt. To ensure correct application of bitumen 

being sprayed, known dimensioned area be checked for use of 

bitumen and accordingly dosage may be increased or decreased as the 

case may be. 

9.6.5 Key Aggregates : 


On completion of bitumen application, 12 mm size key aggregate shall 

be shaped immediately at a uniform rate of 1.8 cum per 100 sq.mt of 

area when entire surface is in hot condition. Brooms shall be used to 

ensure even distribution of key aggregates. 

Immediately after spraying of bitumen and spreading of aggregates 

immediately at a uniform rate of 1.8 cum per 100 sq.mt. of area 

should be done when entire surface is in hot conditions. Brooms shall 

be used to ensure even distribution of keys aggregates. 

9.6.7 Final Compaction: 

Immediately after spraying of bitumen and spreading of key 

aggregates the surface shall be rolled with a power roller to obtain full 

compaction and to force the blindage of key aggregate in to the 

interstices of the course aggregate. The rolling shall continue till the 

asphalted surface hardens and key aggregates stop moving under 

power roller.



9.7 SURFACE FINISH AND QUALITY CONTROL: 

The surface finish shall conform to the requirements of Clause 902 of 

specification for Roads and Bridges by Ministry of Road Transport & 

Highways. Quality control test and their frequencies shall be as per 

table 900-3 of specification for Roads and Bridges by Ministry of Road 

Transport & Highways. 

9.8 ARRANGEMENT OF TRAFFIC: 

During the period of execution, arrangement of traffic shall be done as 

per clause 112. (excluding past para of 112.6) of specification for 

Roads and Bridges by Ministry of Road Transport and Highways. 

9.9 ITEM TO INCLUDE: 

1) Labour and materials required for preparing surface. 

2) Supplying and spreading and compaction of 40mm hand 

broken size metal and 20mm crushed metal. 

3) Supplying, heating and spraying of bitumen. 

4) Supplying and spreading and compaction of 12 mm crushed 

metal. 

9.10 MODE OF MEASUREMENT AND PAYMENT : 

The Contract unit rate for finished work of bituminous bound 

macadam is in full for carrying out all operations. The finished work 

shall be measured in square meters. 

10.0 DENSE GRADED BITUMINOUS MACADAM: 

10.1 SCOPE: 

This clause specifies the construction of Dense Graded Bituminous 

Macadam (DBM), for use mainly, but not exclusively, in base/binder 

and profile corrective courses. DBM is also intended for use as road





base material. This work shall consist of construction in a single or 

multiple layers of DBM on a previously prepared base or sub-base. The 

thickness of a single layer shall be 50mm to 100mm. 

The bitumen shall be paving bitumen of Penetration Grade 60/70 

complying with Indian Standard Specifications for “Paving Bitumen” 

IS:73 and of the penetration indicated in Table 500-10 for MORT11H 

Specifications for dense bitumen macadam, or as otherwise specified in 

the Contract. Guidance on the selection of an appropriate grade of 

bitumen is given in The Manual for Construction and Supervision of 

Bituminous Works. 

10.2.2 Coarse Aggregates: 

The coarse aggregates shall consist of crushed rock, crushed gravel or 

other hard material retained on the 2.36 mm sieve. They shall be 

clean, hard, durable of cubical shape, free from dust and soft or friable 

matter, organic or other deleterious substances. Where the Contractor’s 

selected source of aggregates have poor affinity for bitumen, as a 

conditions for the approval of that source, the bitumen shall be treated 

with approved anti-stripping agents, as per the manufacture’s 

recommendations, without additional payment. Before approval of the 

source, the aggregates shall be tested for stripping. The aggregates 

shall satisfy the physical requirements specified in Table 500-8 of 

MORT&H specifications, for Dense Bituminous Macadam. 

Where crushed gravel is proposed for use as aggregate, not less than 

90% by weight of the crushed material retained on the 4.75mm sieve 

shall have at least two fractured faces.



10.2.3 Fine aggregates: 

Fine aggregates shall consist of crushed or naturally occurring mineral 

material or a combination of the two, passing 2.36mm sieve and 

retained on 75 micron sieve. They shall be clean, hard, durable, dry 

and free from dust, and soft or friable matter, organic or other 

deleterious matter. 

The fine aggregate shall have a sand equivalent value of not less than 

50 when tested in accordance with the requirement of IS:2720 (Part 

37). 

The plasticity index of the fraction passing the 0.425 mm sieve shall not 

exceed 4, when tested in accordance with IS:2720 (Part 5). 

TABLE 500-8 

PHYSICAL REQUIREMENTS FOR COARSE AGGREGATES FOR 

DENSE GRADED BITUMINOUS MACADAM 

Property Test Specification 

Cleanliness (dust) Grain size analysis 1 Max 5% passing 0.075 

mm sieve 

Particle shape Flakiness and Elongation 

Index (Combined) 2 

Max 30% 

Strength* Los Angles Abrasion Value3 Aggregate Impact Value4 Max 35% 

Max 27% 

Durability Soundness5 Sodium Sulphate 

Max 12% 

Magnesium Sulphate Max 18% 

Water Absorption Water absorption6 Max 2% 

Stripping Coating & stripping of 

Bitumen 

Aggregate Mixtures7 Minimum retained 

coating 95% 

Water Sensitivity** Retained Tensile Strength8 Min 80%



Notes 

1. IS :2386 Part 1 5. IS:2386 Part 5 

2. IS :2386 Part 1 6. IS:2386 Part 3 

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

3. IS : 2386 Part 4* 7. IS : 6241 

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

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

** The water sensitivity test is only required if the minimum retained coating in 

the stripping test is less than 95% 

10.2.4 Filler: 

Filler shall consist of finely divided mineral matter such as rock dust, 

hydrated lime or cement approved by the Engineer. 

The filler shall be graded within the limits indicated in Table 500-9 

TABLE 500-9 

GRADING REQUIREMENTS FOR MINERAL FILLER 

IS Sieve (mm) 

Cumulative percent passing by weight of 

total aggregate 

0.6 100 

0.3 95 – 100 

0.075 85 – 100 

The filler shall be free from organic impurities and have a Plasticity 

Index not greater than 4. The Plasticity Index requirement shall not 

apply if filler is cement or lime. When the coarse aggregate is gravel, 2 

percent by weight of total aggregate shall be Portland cement or 

hydrated lime and the percentage and the percentage of fine 

aggregate reduced accordingly. Cement or hydrated lime is not



required when the limestone aggregate is used. Where the aggregate 

fail to meet the requirements of the water sensitivity test in Table 500-8, 

then 2 percent by total weight of aggregate, of hydrated lime shall be 

added without additional cost. 

10.2.5 Aggregate grading and binder content: 

When tested in accordance with IS :2386 Part I (wet sieving method), 

the combined grading of the coarse and fine aggregate and added 

filler for the particular mixture shall fall within the limits shown in Table 

500-10, for dense bituminous macadam grading 1 or 2 as specified in 

the Contract. The type and quantity of bitumen and appropriate 

thickness, are also indicated for each mixture type. 

TABLE 500 – 10 

COMPOSITION OF DENSE GRADED BITUMINOUS 

MACADAM PAVEMENT LAYERS 

Grading 1 2 

Nominal aggregate size 40 mm 25 mm 

Layer thickness 80 – 100 mm 50 – 75 mm 

IS Sieve 1 (mm) Cumulative % by weight of total aggregate passing 

45 100 - 

37.5 95-100 100 

26.5 63-93 90 – 100 

19 - 71 – 95 

13.2 55 – 75 56 – 80 

9.5 - - 

4.75 38 – 54 38 – 54 

2.36 28 – 42 28 – 42 

1.18 - -



Grading 1 2 

Nominal aggregate size 40 mm 25 mm 

Layer thickness 80 – 100 mm 50 – 75 mm 

IS Sieve 1 (mm) Cumulative % by weight of total aggregate passing 

0.6 - - 

0.3 7 – 21 7 – 21 

0.15 - - 

0.075 2 – 8 2 – 8 

Bitumen content % by 

mass of total mix 2 

Min 4.0 Min 4.5 

Bitumen grade (pen) 60/70 60/70 

Note : 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 Marshall method. 

10.3 MIXTURE DESIGN: 

10.3.1 Requirement for the mixture: 

Apart from conformity with the grading and quality requirements for 

individual ingredients, the mixture shall meet the requirements set out 

in Table 500-11. 

TABLE 500-11 

REQUIREMENTS FOR DENSE GRADED BITUMINOUS MACADAM 

Minimum stability (kN at 600C) 9.0 

Minimum flow (mm) 2 

Maximum flow (mm) 4 

Compaction level (Number of blows) 75 blows on each of the two 

faces of the specimen 

Percent air voids 3-6 

Percent voids in mineral aggregate 

(VMA) 

See Table 500-12 below 

Percent voids filled with bitumen (VFB) 65-75



The requirements for minimum percent voids in mineral aggregate (VMA) 

are set out in Table 500-12. 

TABLE 500-12 

MINIMUM PERCENT VOIDS IN MINERAL AGGREGATE (VMA) 

Minimum VM Percent 

Related to 

Design Air Voids, Percent2 Nominal Maximum 

Particle Size1 (mm) 

3.0 4.0 5.0 

9.5 14.0 15.0 16.0 

12.5 13.0 14.0 15.0 

19.0 12.0 13.0 14.0 

25.0 11.0 12.0 13.0 

37.5 10.0 11.0 12.0 

Notes : 1. The nominal maximum particle size is one size larger than the first 

sieve to retain more than 10 percent. 

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

air voids values between those listed. 

10.3.2 Binder content: 

The binder content shall be optimised to achieve the requirements of 

the mixture set out in Table 500-11 and the traffic volume specified in 

the Contract. The Marshall method for determining the optimum binder 

content shall be adopted as described in The Asphalt Institute Manual 

MS-2, replacing the aggregates retained on the 26.5 mm sieve by the 

aggregates passing the 26.5 mm sieve and retained on the 22.4 mm 

sieve, where approved by the Engineer. 

Where 40 mm dense bituminous macadam mixture is specified, the 

modified Marshall method described in MS-2 shall be used. This 

method requires modified equipment and procedures, particularly the 

minimum stability values in Table 500-11 shall be multiplied by 2.25 

and the minimum flow shall be 3mm.



10.3.3 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 works, and shall give the following details; 

i) Source and location of all materials; 

ii) Proportions of all materials expressed as follows where each is 

applicable. 

a) Binder type, and percentage by weight of total mixture 

b) Coarse aggregate/Fine aggregate/Mineral filler as 

percentage by weight of total aggregate including mineral 

filler; 

iii) A single definite percentage passing each sieve for the mixed 

aggregate; 

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

the proportion of each in the combined grading. 

v) The results of tests enumerated in Table 500-11 as obtained by 

the Contractor. 

vi) Where the mixer is a batch mixer, the individual weights of each 

type of aggregate and binder per batch. 

vii) Test results of physical characteristics of aggregates 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 satisfy the physical and strength requirements of 

these Specifications.



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

by the Engineer for which samples of all ingredients of the mix shall be 

furnished by the Contractor as required by the Engineer. 

The approval job mix, formula shall remain effective unless and until a 

revised Job Mix Formula is approved. Should a change in the source 

of materials be proposed, a new job mix formula shall be forwarded to 

the Engineer for approval before the placing of the material. 

10.3.4 Plant trials - Permissible variation in job mix formula : 

Once the laboratory job mix formula is approved the Contractor shall 

carry out plant trials at the mixer to establish that the plant can be set 

up to produce a uniform mix conforming 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 Table 500-13. These 

variations are intended to apply to individual specimens taken for 

quality control tests in accordance with Section 900. 

TABLE 500-13 

PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA 

Permissible variations 

Description Base/bind Wearing 

er course course 

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

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

Aggregate passing 4.75mm + 6% + 5% 

Aggregate passing 2.36mm, 1.18mm, 

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 + 10oC + 10oC



Once the plant trials 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 works, the 

Engineer shall require additional testing of the product to establish the 

reliability and consistency of the plant. 

10.3.5 Laying Trials: 

Once the plant trials have been successfully completed and approved, 

the Contractor shall carry out laying trials, to demonstrate that the 

proposed mix can be successfully laid, and compacted all in 

accordance with Clause 501. The laying trial shall be carried out on a 

suitable area which is not to form part of the works, unless specifically 

approved in writing, by the Engineer. The area of the laying trials shall 

be a minimum of 100 sqm. of construction similar to that of the project 

road, and it shall be in all respects, particularly compaction, the same 

as the project construction, on which the bituminous material is to be 

laid. 

The Contractor shall previously inform the Engineer of the proposed 

method for laying and compacting the material. The plant trials 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 than 24 hours after laying, or by other approved method. 

Once the laying trials have been approved, the same plant and 

methodology shall be applied to the laying of the material on the 

project, and no variation of either shall be acceptable, unless approved 

in writing by the Engineer, who may at his discretion require further 

laying trials.



10.4 CONSTRUCTION OPERATIONS 

10.4.1 Weather and seasonal limitations: 

Laying shall be suspended while free-standing water is present on the 

surface to be covered or during rain, fog and dust stones. After rain, 

the bituminous surface, prime or tack coat, shall be blown off with a 

high pressure air jet to remove excess moisture or the surface left to dry 

before laying shall start. Laying of bituminous mixtures shall not be 

carried out when the air temperature at the surface on which it is to be 

laid is below 10 o C or when the wind speed at any temperature exceeds 

40 km/h at 2m height unless specifically approved by the Engineer. 

10.4.2 Preparation of base : 

The base on which Dense Graded Bituminous Material is to be laid 

shall be prepared in accordance with Clauses 501 and 902 as 

appropriate or as directed by the Engineer. The surface shall be 

thoroughly swept clean by a mechanical broom, and the dust removed 

by compressed air. In locations where mechanical broom cannot 

access, other approved methods shall be used as directed by the 

Engineer. 

10.4.3 Geosynthetics: 

Where Geosynthetics are specified in the Contract this shall be in 

accordance with the requirements stated in Clause 703 of MORT&H 

specifications. 

10.4.4 Stress absorbing layer: 

Where a stress absorbing layer is specified in the Contract, this shall be 

applied in accordance with the requirements of Clause 522 of 

MORT&H specifications.



10.4.5 Prime Coat: 

10.4.6 Tack coat : 

Where the material on which the dense bituminous macadam is to be 

laid is other than a bitumen bound layer, a prime coat shall be 

applied, as specified, in accordance with the provisions of Schedule 

“A”, or as directed by the Engineer. 

Where the material on which the dense bituminous macadam is to be 

placed is a bitumen bound surface, a tack coat shall be applied as 

specified, in accordance with the provisions of Clause 503 of MORT & 

H specifications, or as directed by the Engineer. 

10.4.7 Mixing and transportation of the mixture : 

10.4.8 Spreading : 

10.4.9 Rolling: 

The provisions as specified in Clauses 501.3 and 501.4 of MORT & H 

specifications shall apply. 

The provisions of Clauses 501.5.3 and 501.5.4 of MORT & H 

specifications shall apply. 

The general provisions of Clauses 501.6 and 501.7 of MORT & H 

specifications shall apply, as modified by the approved laying trials. 

The compaction process shall be carried out by the same plant and 

using the same method, as approved in the laying trials, which may be 

varied only with the express approval of the Engineer in writing.



10.5 OPENING TO TRAFFIC: 

The newly laid surface shall not be open to traffic for at least 24 hours 

after laying and completion of compaction, without the express 

approval of the Engineer in writing. 

10.6 SURFACE FINISH AND QUALITY CONTROL OF WORK: 

The surface finish of the completed construction shall conform to the 

requirements of Clause 902 of MORT & H Specifications. All materials 

and workmanship shall comply with the provisions set out in Section 

900 of this specifications. 

10.7 ARRANGEMENTS FOR TRAFFIC : 

During the period of construction, arrangements for traffic shall be 

made in accordance with the provisions of Clause 112. 

10.8 MEASUREMENT FOR PAYMENT : 

10.9 RATE: 

Dense Graded Bituminous Materials shall be measured as finished 

work in cubic metres at a specified thickness as detailed on the 

Contract drawings, or documents, or as directed by the Engineer. 

The contract unit rate for Dense Graded Bituminous Macadam shall be 

payment in full for carrying out the all required operations as specified, 

and shall include, but not necessarily limited to all components listed in 

Clause 501.8.8.2(i) to (xi) of MORT & H specifications.



11.0 BITUMINOUS CONCRETE: 

11.1 This clause specifies the construction of Bituminous Concrete for use in 



wearing and profile corrective course. This work shall consist of 

construction in a single or multiple layers of bituminous concrete on a 

previously prepared bituminous bound surface. A single layers shall be 

25mm to 100mm in thickness. 

The bitumen shall be of Penetration grade 60/70 complying with Indian 

Standard Specification for Paving Bitumen, IS:73 and of the penetration 

indicated in Table 500-18 of M.O.R.T.& H. Specifications (Fourth 

Revision), for bituminous concrete, or as otherwise specified in the 

contract. 

11.2.2 Coarse aggregates: 

The coarse aggregates shall be generally as specified in Clause 507.2.2 

of M.O.R.T. & H. Specifications (Fourth Revision), except that the 

aggregates shall satisfy the physical requirements of Table 500-17 of 

M.O.R.T. & H. Specifications (Fourth Revision). 


11.2.4 Filler: 

The fine aggregates shall be all as specified in Clause 507.2.3 of 


Filler shall be generally as specified in Clause 507.2.4 of M.O.R.T. & H. 

Specifications (Fourth Revision). Where the aggregates fails to meet the 

requirements of the water sensitivity test in Table 500-17 of M.O.R.T. & 

H. Specifications (Fourth Revision), then 2 per cent by total weight of 

aggregate, of hydrated lime shall be added without additional cost.



TABLE 500-17 

PHYSICAL REQUIREMENTS FOR COARSE AGGREGATES FOR 

BITUMINOUS CONCRETE PAVEMENT LAYERS 

Property Test Specification 

Cleanliness (dust) Grain size analysis 1 Max 5% passing 0.075mm 

sieve 

Particle shape Flakiness and Elongation Index Max 30% (Combined) 2 

Strength* Los Angeles Abrasion Value 3 

Aggregate Impact Value 4 

Max 30% 

Max 24% 

Polishing Polished Stone Value 5 Min 55 

Durability Soundness 6 

Sodium Sulphate 

Magnesium Sulphate 

Max 12% 

Max 18% 

Water Absorption Water absorpiton 7 Max 2% 

Stripping Coating and stripping of 

Bitumen 

Aggregate Mixtures 9 

Minimum retained 

Coating 95% 

Water Sensitivity** Retained Tensile Strength 8 Min 80% 

Notes: 1. IS: 2386 Part 1 6. IS: 2386 Part 5 

2. IS: 2386 Part 1 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 

* Aggregates may satisfy requirements of either of these two tests. 

** The water sensitivity test is only required if the minimum retained coating 

in the stripping test is less than 95%.



11.2.5 Aggregate grading and binder content: 

When tested in accordance with IS: 2386 Part 1 (Wet grading method), 

the combined grading of the coarse and fine aggregates and added 

filler shall fall within the limits shown in Table 500-18 of M.O.R.T. & H. 

Specifications (Fourth Revision), for gradings 1 or 2 as specified in the 

contract. 

TABLE 500-18 

COMPOSITION OF BITUMINOUS CONCRETE PAVEMENT LAYERS 

Grading 1 2 

Nominal aggregate size 19mm 13mm 

Layer Thickness 50-65mm 30-45mm 

IS Sieve1 (mm) Cumulative % by weight of total aggregate passing 

45 - - 

37.5 - - 

26.5 100 - 

19 79-100 100 

13.2 59-79 79-100 

9.5 52-72 70-88 

4.75 35-55 53-71 

2.36 28-44 42-58 

1.18 20-34 34-48 

0.6 15-27 26-38 

0.3 10-20 18-28 

0.15 5-13 12-20 

0.075 2-8 4-10 

Bitumen content % by 

mass of total mix2 5.0-6.0 5.0-7.0 

Bitumen grade (pen) 60/70 60/70 

Notes: 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 Marshall method.



11.3 MIXTURE DESIGN: 

11.3.1 Requirements for the mixture: 

Apart from conformity with the grading and quality requirements for 

individual ingredients, the mixture shall meet the requirements set out in 

Table 500-19 of M.O.R.T. & H. Specifications (Fourth Revision). 

The requirements for minimum per cent voids in mineral aggregate 

(VMA) are set out in Table 500-12 of M.O.R.T. & H. Specifications 

(Fourth Revision). 

TABLE 500-19 

REQUIREMENTS FOR BITUMINOUS PAVEMENT LAYERS 

Minimum stability (kN at 60 0 C) 9.0 

Minimum flow (mm) 2 

Maximum flow (mm) 4 

Compaction level (Number of blows) 75 blows on each of the two faces of the 

specimen 

Percent air voids 3-6 

Percent voids in mineral aggregate (VMA) See Table 500-12 of MORT & H 

Percent voids filled with bitumen (VFB) 65-75 

Loss of stability of immersion in water at 

600C (ASTM D 1075) 

11.3.2 Binder content: 

Min. 75% retained strength 

The binder content shall be optimized to achieve the requirements of the 

mixture set out in Table 500-18 of M.O.R.T. & H. Specifications (Fourth 

Revision) and the traffic volume as specified in the contract. The Marshall 

method for determining the optimum binder content shall be adopted as 

described in the Asphalt Institute Manual MS-2, replacing the aggregates 

retained on the 26.5mm sieve and retained on the 22.4 mm sieve, 

where approved by the Engineer.



11.3.3 Job Mix formula: 

The procedure for formulating the job mix formula shall be generally as 

specified in Clause 507.3.3 of M.O.R.T. & H. Specifications (Fourth 

Revision) and the results of tests enumerated in Table 500-19 of 

M.O.R.T. & H. Specifications (Fourth Revision) as obtained by the 

Contractor. 

11.3.4 Plant trials – permissible variation in job mix formula: 

The requirements for plant trials shall be as specified in Clause 507.3.4 

of M.O.R.T. & H. Specifications (Fourth Revision), and permissible limits 

for variation as shown in Table 500-13 of M.O.R.T. & H. Specifications 

(Fourth Revision). 

11.3.5 Laying trials: 

The requirements for laying trials shall be all as specified in Clause 

507.3.5 of M.O.R.T. & H. Specifications (Fourth Revision). 

11.4 CONSTRUCTION OPERATION : 

11.4.1 Weather and seasonal limitations : 

The provisions of Clause 501.5.1 of M.O.R.T. & H. Specifications 

(Fourth Revision) shall apply. 

11.4.2 Preparation of base : 

The surface on which the bituminous concrete is to be laid shall be 

prepared in accordance with Clauses 501 and 902 of M.O.R.T. & H. 

Specifications (Fourth Revision) as appropriate, or as directed by the 

Engineer. The surface shall be thoroughly swept clean by mechanical 

broom and dust removed by compressed air. In locations where a 

mechanical broom cannot access, other approved methods shall be 

used as directed by the Engineer.



11.4.3 Geosynthetics : 

Where Geosynthetics are specified in the contract this shall be in 

accordance with the requirements stated in Clause 703 of M.O.R.T. & 

H. Specifications (Fourth Revision). 

11.4.4 Stress absorbing layer : 

11.4.5 Tack coat : 

Where a stress absorbing layer is specified in the contract, this shall be 

applied in accordance with the requirements of Clause 522 of 


Where specified in the contract, or otherwise required by the Engineer, 

tack coat shall be applied in accordance with the requirements of 

Clause 503 of M.O.R.T. & H. Specifications (Fourth Revision). 

11.4.6 Mixing and transportation of the mixture : 

11.4.7 Spreading: 

11.4.8 Rolling : 

The provisions as specified in Clauses 501.3 and 501.4 of M.O.R.T. & 

H. Specifications (Fourth Revision) shall apply. 

The general provision of clauses 501.3.5 and 501.5.4 of M.O.R.T. & 

H. Specifications (Fourth Revision) shall apply. 

The general provisions of clauses 501.6 and 501.7 of M.O.R.T. & H. 

Specifications (Fourth Revision) shall apply, as modified by the approved 

laying trials. 

11.5 OPENING OF TRAFFIC : 

The newly laid surface shall not be open to traffic for at least 24 hours 

after laying and the completion of compaction, without the express 

approval of the Engineer in writing.



11.6 SURFACE FINISH AND QUALITY CONTROL : 

The surface finish of the completed construction shall conform to the 

requirements of Clause 902 of M.O.R.T. & H. Specifications (Fourth 

Revision). All materials and workmanship shall comply with the 

provisions set out in Section 900 of M.O.R.T. & H. Specifications (Fourth 

Revision). 

11.7 ARRANGEMENTS FOR TRAFFIC: 

During the period of construction, arrangements for traffic shall be 

made in accordance with the previous of Clause 112 of M.O.R.T. & H. 

Specifications (Fourth Revision). 


Bituminous concrete shall be measure as finished work in cubic metres. 

12.0 PRECAST FACTORY MADE CONCRETE KERB STONES: 

12.1 MANUFACTURE: 

Pre-cast factory made PCC in M-25 grade concrete and of specified 

dimensions shall be manufactured in accordance with IS 5758-1970 

and generally in accordance with specifications of concrete works as 

specified. 

12.2 SIZES : 

The sizes of kerb stones be as per detailed under Schedule “A”. The 

concrete shall consist of grade M-25 laid to the dimensions, lines and 

levels shown in the drawing and well compacted by ramming or other 

means. The kerb stone then the embedded into cement concrete of 

grade 15 to a minimum thickness of 100 mm all around including 

filling in joints with C.M. 1:3 and finishing with neat cement slurry etc. 

complete as specified or as directed by the Engineer. After the line and 

levels have been checked to be within the specified tolerance the



haunching will be placed taking care that the line and level of the kerbs 

is not displaced during the process. All straight kerbs, circular kerbs, 

quadrants or other kerbs shall be laid within a vertical or horizontal 

tolerances of 3mm from the true line or level. 


12.4 RATE: 

Measurement shall be in linear meter up to 0.01 mt. of specified size of 

kerb stone provided. 

The unit rate shall include all materials, labour, tools & plants etc. 

including transportation to site, unloading, excavation, laying, 

curing, oil painting, disposal off unsuitable material etc. all required 

to complete the job as per drawing. 

13.0 PRECAST FACTORY MADE WATER TABLE: 

13.1 SIZE: 

Manufacture: 

Precast factory made P.C.C. water table of M-25 grade, minimum 

cement content as per IS 456-2000 for moderate exposure condition, 

water cement ratio 0.45 and of specified dimension shall be 

manufactured in accordance with IS 5758-1970 and generally in 

accordance with specification of concrete works as specified. 

The size of water table shall be as per drawing or as directed by 

Engineer. 


Measurement shall be in linear meter up to 0.01 mtr. of specified size 

of water table provided.



14.0 PROVIDING AND LAYING HARD CORE: 

14.1 ITEM INCLUDES: 

a) Supplying and conveying to the site over size metal (80 to 

100mm) spreading in required line and slopes including hand 

packing and compaction. 

b) All labour material etc. 

14.2 MODE OF MEASUREMENT: 

Contract rate shall be for providing and laying one cubic meter of hard 

core. 

15.0 PROVIDING AND CASTING IN SITU M-20/M-25/M-30 USING READY 

MIX CONCRETE: 

All concrete works will be by providing and casting RCC & PCC M- 

20/M-25/M-30 by using Ready mix concrete manufactured by any 

reputed manufacturer approved by Engineer-in-charge using maximum 

20mm graded trap stone aggregate for RCC raft foundations, walls, 

beams, slab including dewatering, centering, form work, etc. and 

including all taxes etc. complete. 

15.1 Scope of work & item to include- 

1. The item refer to ready mix concrete required for R.C.C. & P.C.C. 

works as mentioned above procured from reputed manufacturer 

approved by Engineer. The contractor shall be conforming to IS: 

456-2000 or its amendments for controlled cement concrete. 

The material requirement shall be completed according to 

Standard Specifications No.B.7.1. refer Page No.38 for controlled 

cement concrete. 

2. The item include manufacture with ingredients, control 

temperature, transportation, pumping, placing, vibration and 

curing of Ready mix concrete and all taxes, excise duty, sales tax,



octroi, insurance etc. levied by Govt/Semi-Govt/local authority 

and cost of ready mix concrete and any penalty, additional 

charges for controlling temperature upto casting, or any other 

charges levied by the manufacturer. 

3. Proportioning of the mix/mix design shall be decided by the 

contractor/RMC manufacture to achieve strength specified in item 

& shall be get approved by Engineer-in-charge. The 

proportioning of ingredients, use of ingredients and mix designs 

parameters for various slumps shall be got approved by Engineer- 

in-charge prior to mix design. 

4. Scaffolding shall conform to specifications No.B.6.5 (a) and got 

approved by the Engineer. 

5. Forms shall conform to specifications No.B.6.5 (b). 

6. The concrete shall be pumped to the final positions as quickly as 

possible by methods which will prevent segregation and loss of 

ingredients. 

7. The concrete shall be placed into its final position, compacted and 

finished before initial setting commences. The method of placing 

shall be such as to avoid segregation. Placing shall be done in a 

balanced manner to avoid eccentric loads on the form work. 

As far as possible the concreting shall be done continuously and 

construction joints avoided.



15.2 Testing- 

If the area to be concreted is under water, the water shall be 

removed by bailing out or using pumps and other devices. 

8. Compaction shall be done by mechanical vibrators and also by 

rods so that a dense concrete is obtained. 

9. The concrete shall be adequately cured. 

10. Immediately after the removal of forms, any undulations, 

depressions, cavities, honey combing broken edges or corners 

height spots defects shall be made good and finished with cement 

mortar 1:3. But necessity of such finishing must be exceptional 

and the total not exceed 1% on an average. 

11. Concrete which is partially hardened shall not be tempered or re- 

mixed but shall be disposed off as desirable. 

12. Sampling and testing shall be done as per I.S. 456 (latest version). 

13. All labour, materials use of equipment, tools and plant, installing 

and removal of scaffolding, false work and forms and branching 

necessary for the satisfactory completion of item. 

14. Compensation for injury to persons and damage to work or 

property. 

15. Establishment of site laboratory. 

Cubes of 15 cm x 15 cm x 15 cm size shall be cast on the first day and 

tested for compression at 7 and 28 days. Later on, if the Engineer so 

directs, frequency of sampling be mutually agreed up on and approved 

as per quantum received on site.



15.3 Mode of measurement and payment- 

The contract rate shall be for a unit of one cubic metre of concrete. 

The concrete shall be measured for its length, breadth and depth 

limiting dimensions to those specified on the drawings or as ordered by 

the Engineer. No deduction shall be made for reinforcing steel bars 

and anchor bars. No deduction shall be made for embedded structural 

steel, if there combined sectional area is less than 500 sq.cm. Holes for 

anchor shall not be deducted nor payment made for grouting these 

holes. The sizes of R.C.C. members assumed in the estimate or 

preliminary drawings are likely to be changed. The contractor shall not 

be entitled to extra claims due to such changes. 

15.4 READY – MIXED CONCRETE : 

Ready Mixed concrete may be manufactured in a central automatic 

weigh Batching plant and transporting to the job in agitating transit 

mixers. 

The maximum size of coarse aggregate shall be limited to one third of 

the smallest inside diameter of the hose or pipe used for pumping. 

Provision shall be made for elimination over-sized particle by screening 

or by careful selection of aggregates. To obtain proper gradation it 

may be necessary to combine and blend certain fractional sizes of 

aggregates. Uniformity of gradation throughout the entire job shall be 

maintained. 

The quantity of coarse aggregate shall be such that the concrete can be 

pumped, compacted and finished without difficulty.



Fine Aggregates 

The gradation of fine aggregates shall be such that 15 to 30 percent 

should pass the 0.30 mm screen and 5 to 10 percent should pass 0.15 

mm screen so as to obtain a pumpable concrete. Sands which are 

deficient in either of these two size should be blended with selected 

finer sands to produce these desired percentages. With this gradation 

sands having a fineness modulus between 2.4 and 2.8 are generally 

satisfactory. However, for uniformity the finess modulus of the sand 

should not vary more than 0.2 from the average value used in 

proportioning. 

Water, Admixture and slump: 

The amount of water required for project concrete consistency shall 

take into account the rate of mixing, length of haul, time of unloading 

and ambient temperature conditions. 

Additions of water to compensate for slump loss should not be restored 

to nor should the design maximum water-cement ratio be exceeded. 

Additional dose of be retarder be used to compensate the loss of slump 

at contractor’s cost. Retempering water shall not be allowed to be 

added to mixed batches to obtain desired slump. 

Transportation: 

The method of transportation used should efficiently deliver the 

concrete to the point of placement without significantly altering its 

desired properties with regard to water – cement ratio, slump, and 

homogeneity. 

The revolving – drum truck bodies of approved make shall be used for 

transportation the concrete. The number of revolutions at mixing speed, 

during transportation and prior to discharge shall be specified and 

agreed upon. Reliable counters shall be used on revolving drum truck



units. Standard mixer uniformity tests, conforming to ASTM Standards C 

94-69 “Standard Specification for Ready mix Concrete” shall be carried 

out to determine whether mixing is being accomplished satisfactorily. 

Field Control: - 

Sampling at both truck discharge and point of final placement shall be 

employed to determine if any changes in the slump and other 

significant mix characteristics occur. However, for determining strength 

of concrete, cubes shall be taken from the placement end of line. 

Planning: 

Proper planning of concrete supply, pump locations, line layout placing 

sequence, and the entire pumping operation shall be made and got 

approved. The pump should be as near the placing are as practicable, 

and the entire surrounding area shall have adequate bearing strength 

to support concrete delivery pipes. Lines from pumps to placing area 

should be laid out with a minimum of bends. For large placing areas, 

alternate lines should be installed for rapid connection when required. 

Standby power and pumping equipment should be provided to replace 

initial equipment, should breakdown occur. 

The placing rate should be estimate so that concrete can be ordered at 

an appropriate delivery rate. 

The placing rate should be estimate so that concrete can be ordered 

at an appropriate delivery rate. 

Time in transport shall be as per IS: 4926-2003. 

Information to be supplied by the RMC producer shall be as per 

Clause No.8 of IS: 4926-2003.



Information to be included in the delivery ticket to the purchaser 

shall be as per Annexure “G” of IS: 4926-2003. 

Material testing reports shall invariably be submitting by the 

producer as per Annexure “B” of IS: 4926-2003 

Time in transport i.e. the time of loading/mixing water to the time of 

discharge from the truck mixer shall not be more than 2 hrs. 

16.0 Providing and constructing B.B. Masonry chamber of 90 x 60 cm. 

internal size and depth up to 1.2m. with precast R.C.C. slab cover 

with 15 cm. thick 1:3:6 proportion P.C.C. bedding, including 

excavation, B.B. Masonry in C.M. 1:4 proportion precast R.C.C 

frame and cover etc. complete. 

16.1 This item includes all materials and labour mentioned hereafter, 

bricks, RCC Cover, excavation, laying cement concrete, B.B. 

masonry, plastering and refilling. The precast cover shall be tested 

and the results for approved before fixing the same. 

16.2 Brick Masonry: 

Burnt brick shall be the best available locally and kiln burnt, the 

minimum compressive strength shall be 40 kg/cm2. Bricks shall be 

tested as per relevant IS for every 50,000 Nos. The sizes and 

physical requirements of bricks shall be as per standard 

specifications of B & C Department, Govt. of Maharashtra and 

conforming to IS: 1877.



16.3 Joints of brick work shall be properly raked out cleaned and washed 

before plastering. Top of walls having P.C.C. (1:2:4) for fixing 

R.C.C. cover shall be finished with C.M. 1:4 20 mm thick. The item 

shall be carried out as directed by Engineer-in-charge. 

17.0 Disposal of surplus excavated excess material upto 2.00 km. or 

specified lead including loading, transporting, unloading, stacking, 

spreading, laying in layers and leveling etc. complete. 

17.1 SCOPE OF WORK AND ITEM TO INCLUDE: 

All labour, material and equipment required for loading, 

conveyance, unloading, stacking or spreading the material for 

satisfactory completion of the item and the incidental charges, 

royalties, compensation or damages required to be paid. 

17.2 MODE OF MEASUREMENT AND PAYMENT: 

The distance of conveyance shall be measured from the centre of 

gravity of the bulk of excavation to the centre of gravity of the 

finished stacks or spreading or disposal. This distance shall be the 

shortest practicable route between the above mentioned two centres 

of gravity as decided by the Engineer although the actual route taken 

by the Contractor to lead out the materials may be longer. The 

shortest practicable route which can be used by the Contractor or 

which the department could have used itself, whichever is shorter. 

The extra lead is obtained by deducting the initial free lead of 50 

meters from the above. All lifts are included in the rate.



The contract rate shall be for one cubic metre of materials (i.e. after 

deduction for voids if measured on basis of stacks) conveyed to the 

place of disposal.




(BRIDGE WORKS) 

1.0 REFERENCE TO THE STANDARD CODES OF PRACTICE: 

1.1 All Standards, tentative Specifications, Specifications, Codes of Practice 

referred to shall be the latest editions including all applicable official 

amendments and revisions. The contractor shall make available at site 

all relevant Indian Road Congress and Indian Standard Codes of 

practice as applicable and also Standard Specification of MORT & H. 

1.2 In case of discrepancy between Standards, codes of practice, tentative 

Specification, specifications referred to and this specification, this 

specification shall govern. 

1.3 CONTRACTOR TO PROVIDE : 

The Contractor shall provide and maintain at site throughout the period 

of works the following at his own cost and without extra charge, the 

cost being held to be included in the Contract Rates. 

1. All labour, materials, plants, equipments and temporary works 

required to complete and maintain the works to the satisfaction 

of the Engineer. 

2. Lighting for night work, and also whenever and wherever 

required by the Engineer. 

3. Temporary fences, guards, lights and protective work necessary 

for protection of workmen, supervisors, engineers or any other 

persons permitted access to the site. 

4. All equipment, instruments and labour required by the Engineer 

for measurement of the works.



1.4 DIMENSIONS: 

1. Recorded dimensions on drawings shall supersede 

measurements by scale and drawings to a large scale shall take 

precedence over those to a smaller scale. Special dimensions or 

directions in the specifications shall supersede all others. All 

dimensions shall be checked on site prior to execution. 

2. The dimensions where stated do not allow for waste, laps, joints, 

etc. but the contractor shall provided at his own cost sufficient 

labour and materials to cover such waste, laps, joints, etc. 

3. The levels, measurements and other information concerning the 

existing site as shown on the drawings are believed to be correct, 

but the contractor should verify them for himself and also 

examine the nature of the ground as no claim or allowance 

whatsoever will be entertained on account of any errors or 

omissions in the levels or the description of the ground levels or 

strata turning out different from what was expected or shown on 

the drawings. 

1.5 SETTING OUT OF WORKS 

The contractor shall set out the works indicated in the conditions of 

contract. 

1.6 WATER : 

1. Water from Approved Source: 

Clean, fresh, potable water suitable for drinking purpose only 

shall be used for the works. The water shall be free from any 

deleterious matter in solution or in suspension and be obtained 

from an approved source. The quality of water shall conform to 

IS: 456-2000.



2. Storage: 

1.7 WORKMANSHIP 

The contractor shall make his own arrangements for storing 

water, if necessary, in drums or tanks to the approval of the 

Engineer. Care shall be exercised to see that water is not 

contaminated in any way. 

1. All works shall be true to level, plumb and square and the 

corners, edges and arises in all cases shall be unbroken and 

near. 

2. Any work not to the satisfaction of the Engineer or his 

1.8 LOADING TESTS: 

representative will be rejected and the same shall be rectified, or 

removed and replaced with work of the required standard of 

workmanship at no extra cost. 

1. The Engineer shall during the progress of the works or the period 

of maintenance, instruct the contractor that a loading test or tests 

be made on the works or any part thereof if, in his opinion, such 

a test or tests be deemed necessary for one or more of the 

reasons herein below specified : 

i. The site made concrete test cubes failing to attain the 

specified strength. 

ii. The shuttering for concrete works being prematurely 

removed. 

iii. Overloading during construction of the works or part 

thereof; 

iv. Concrete improperly cured.



v. If any portion of the work is carried out without prior 

approval in writing of the Engineer or his representative to 

proceed with such work. 

vi. If concrete is honeycombed or damaged or in the opinion 

of the Engineer particularly weak in important or critical 

areas of the structure where weakened concrete will affect 

the ability of the structure to carry design loads; 

vii. Any other circumstances attributed to alleged negligence 

on the part of the contractor which, in the opinion of the 

Engineer, results in the works or any part thereof being of 

less than the expected strength; 

viii. Any reason other than the foregoing. 

2. If the loading tests be instructed to be made solely or in part for 

the reasons 1.8.1(I to VII) the tests shall be made at the 

contractors own cost, whether the results of such tests be 

satisfactory or otherwise. If the tests are instructed to be made 

for the reason 1.8.1(VIII) hereinbefore specified, the contractor 

shall make the tests and shall be reimbursed for all costs relating 

thereto irrespective of the results of the tests. 

3. All the loading tests and other tests will be carried out strictly in 

accordance with the instructions of the Engineer. Load testing will 

generally follow the procedure set out in Indian Standard Codes 

of Practice, but the Engineer is not bound to follow the Indian 

Standard Codes of Practice and in his absolute discretion may 

issue instructions differing from the procedure set out in the 

Indian Standard Codes of Practice. 

4. If in the opinion of the Engineer the result of the loading tests is 

not satisfactory the Engineer shall instruct that such parts of the 

works as he specifies shall be taken down or cut out and



1.9 MATERIALS 

1.9.1 General 

reconstructed to comply with the specifications, or other remedial 

measures shall be taken to make works secure to the satisfaction 

of the Engineer. The contractor shall take down, or cut out and 

reconstruct the defective work or shall take the remedial 

measured instructed at his own cost. 

All the materials shall conform to the specifications for Roads and 

Bridges Works of the MORT&H (Ministry of Road Transport and 

Highway – Road Wing) and to the IRC/IS stipulations in that order. All 

standards stipulated shall be the latest revisions. 

1.9.2 Source of Materials : 

It shall be responsibility of the Contractor to procure all the materials 

required for construction and completion of the contract. The 

contractor shall indicate in writing the source of materials well in 

advance to the Engineer, after the award of the work and before 

commencing the work. If the material from any source is found to be 

unacceptable at any time, it shall be rejected by the Engineer and the 

contractor shall forthwith remove the material from the site as directed 

by the Engineer. 

1.9.3 Inspection & Acceptance of Materials : 

Final inspection and acceptance of materials shall be made only at the 

site of work. The Engineer or his representative reserves the right to 

sample, inspect and test materials throughout the duration of the 

contract and to reject any material found to be unsatisfactory.



1.9.4 Sampling of Materials : 

The Contractor shall furnish without any charge all samples required 

and shall offer such facilities as the Engineer/his representative may 

require for testing. Samples provided to the Engineer for their retention 

are to be in labeled boxes suitable for storage. Quality of materials or 

workmanship not as per the approved samples will be rejected by the 

Engineer and shall be removed from the site as directed by the 

Engineer, at the contractor’s own cost. Samples required for testing 

and approval must be supplied well in advance to allow for testing and 

approval. Delay in work arising from late submission of samples will 

not be accepted as reason for delay in completion of work. 

1.9.5 STORAGE OF MATERIALS : 

All materials shall be stored as to prevent their deterioration and to 

ensure the preservation of their quality and fitness for the work and 

shall be stored in accordance with MORT&H specifications. Such 

materials, even though approved before storage, shall be subject to 

retest and must meet covered by any of the above specifications, the 

execution of the works shall be in conformity with sound Engineering 

Practice. In all such cases, the decision of the Engineer shall be final 

and binding on the Contractor and no extra cost shall be paid on this 

account. 

1.10 The contractor shall provide all materials, labour, plants, tools, etc. 

necessary for the satisfactory completion of work. He shall be 

responsible for supply, use and maintenance of all construction plants 

and equipments and shall ensure the efficient working of the same 

without any interruption. The Contractor shall ensure high standard of 

workmanship in all trades by employing only skilled and experienced 

tradesmen.



1.11 SITE CLEARANCE : 

This shall consists of removing and disposing off all materials such as 

trees, bushes, shrubs, rubbish, etc. which in the opinion of the Engineer 

are unsuitable for incorporation in the works from within the highway 

limit and such another areas as may be specified on the drawing or by 

the Engineer., the requirements of the specifications at the time of their 

use in works. 

1.12 TESTING : 

Testing shall be carried out in a field laboratory set up by the 

Contractor and cross checking will be done in CIDCO Laboratory or 

any recognized laboratory at the Contractor’s cost. 

1.13 DEFECTIVE MATERIALS : 

All materials, which the Engineer has determined as not conforming to 

the requirements of the contract will be rejected, whether in place or 

not. They shall be removed by the Contractor at his own cost 

immediately as directed. Materials, which have been found defective 

and which have been subsequently rectified or corrected shall not be 

used in the work without the consent of the Engineer in writing. Upon 

failure of the Contractor to comply promptly with any order of the 

Engineer or his representative, given under this clause, the Engineer 

shall have the authority to have rejected material removed and deduct 

the cost of removal from any money due to the contractor. 

1.14 TESTING OF MATERIAL NOT COVERED UNDER SPECIFICATIONS: 

In case the materials/finished products are not covered by the 

specifications in the contract, the details of specification to be followed



and the testing procedure/ laboratory where tests are to be carried out 

shall be specifically brought out and agreed to prior to the signing of 

the Contract. The Contractor shall furnish to the Engineer a certificate 

of compliance of tests carried out. In addition, tests reports from 

manufacturer clearly identifiable to the lot of materials shall be 

furnished at the Contractor’s cost. The decision of the Engineer 

regarding testing procedure and specifications shall be final and 

binding on the Contractor. 

1.15 BASIC MATERIALS : 

1.15.1 Cement : 

Ordinary Portland cement shall conform to IS 8112 (Grade 43) and IS 

12269 (Grade 53) only for PCC, RCC shall be used. Cement shall be 

stored as per relevant clauses of MORTH specifications. 

1.15.2 Coarse Aggregates : 

The size and quality of coarse aggregates for all concrete works shall 

conform to IS 383. They shall be tested as per relevant IS practice. 

Size : For RCC and PCC works, the maximum nominal size of coarse 

aggregates shall conform to Section 1705 of MORT & H specifications. 

Gravel : This shall not be permitted to be used for any concrete works. 

1.15.3 Fine Aggregates : 

1.15.4 Water : 

Grading and quality of fine aggregates shall conform to IS 383 and 

shall be tested as per relevant IS code practice. 

a) It shall be clean and free from deleterious materials and shall 

conform to IRC 21.



b) Permissible limits for solids shall be as given below: 

Organic : 200 mg/ litre. 

Inorganic : 3000 mg/litre 

Sulphate (SO4) : 500 mg/litre 

Chloride (C1) : 250 mg/litre 

Suspended matter : 2000 mg/litre 

c) The pH value shall generally be not less than 6, whenever 

necessary, test shall be done as per IS 3025. 

d) Under no condition, saline water shall be used for any construction 

purpose including curing. 

1.15.5 Steel Reinforcement : 

Steel reinforcement shall be any of the following: 

i) High yield strength deformed bars conforming to IS 1786 – 

1979/TMT bars of the CIDCO approved make. 

ii) Mild steel conforming to IS 432 (Part-I) 

1.15.6 Structural Steel 

a) All the work of structural steels hall conform to CI. 1900 of 

MORT & H Specification. 

b) Structural steel shall conform to IS 226 for mild steel, IS 961 for 

high tensile steel and IS 2062 for fusion welding quality steel or 

IS 1161 for steel tubes for structural use. 

c) Finished rolled steel materials shall be free from cracks, flaws, 

injurious seams, laps, blisters, ragged and imperfect edges and 

other defects. It shall have a smooth and uniform finish and shall 

be straightened in the mill before dispatch. They shall be free 

from loose mill scale, rust, pitting or other defects affecting its 

strength and durability.



1.15.7 Admixtures : 

a) Admixture may be permitted to be used in concrete works subject 

to satisfactory proven use only after a written permission from 

the Engineer is obtained. 

b) Admixture, if allowed to be used shall be such that they do not 

adversely affect the properties of concrete and have deleterious 

effect on steel reinforcement. 

c) Admixture shall conform to IS 6925 and 9103 of latest revisions. 

d) The use of such admixture shall be strictly in accordance with the 

manufacture’s instructions. 

e) The minimum cement quantity specified not be reduced on 

1.15.8 Other Materials : 

account of the admixtures. 

Any other material, used in the work and not covered in the above 

specifications, shall conform to the relevant MORT&H specification. The 

Engineer shall have the right to reject all or any of the materials offered 

or delivered for use in the works, if found not suitable for the purpose. 

1.16 EXECUTION OF WORKS: 

All items shall conform to the requirement laid down in M.O.R.T.H. 

specification and stipulations made herein. In case any item of work is 

not covered by these specification/stipulations the works shall be 

executed as per the latest editions of IRC or IS codes of practice. 

1. As the scope of work is the extension of bridge to the existing 

bridge structure. Utmost care shall be taken while execution 

without disturbing/damaging the existing structure. The 

contractor is wholly responsible for any damage/destruction to 

existing structure or foundation thereof.



2. Prevention of damage to the existing services like water supply 

lines, sewer lines, etc underneath the existing bridge. 

1.17 DRAINAGE DURING CONSTRUCTION: 

All embankment, subgrade, shoulder and pavement layers under 

construction shall be protected from any accumulation of water due to 

rain, springs, seepage or other causes and from erosion due to flow of 

water. All such layers under construction shall be provided with cross- 

fall to facilitate surface run off and, if necessary, the crossfall shall be 

supplemented with temporary drains or pumping arrangements to 

prevent accumulation of water causing damage to the works and other 

properties. 

1.18 Prevention of damage to Embankments, sub-grade layers, pavement 

layers and shoulders in position. 

Excavation for new construction and placement of materials as their insitu 

processing and compaction for new construction shall be done in 

such a manner and with such precautions as not to cause any damages 

to embankments, sub-grade layers, shoulders and pavement layers in 

position including those preexisting and intended to form part of the 

improved road. 

1.19 DISPERSAL OF HAULING EQUIPMENT 

Hauling equipment bringing materials to the site of work shall be 

dispersed uniformly over the surface of the previously constructed layers 

in order to avoid rutting and uneven compaction. The materials from 

hauling equipment shall not be dumped in concentrated heaps but 

deposited as evenly distributed layers or windows consisted with the 

loose thickness to be achieved before compaction.



1.20 PROTECTION AGAINST PLYING OF TRAFFIC 

Layers of embankment, sub-grade, pavement and shoulder during 

construction as also after construction shall be protected against the 

plying of any kind of traffic other than construction equipment, till the 

new construction has been finally opened to traffic. 

1.21 APPROVAL OF MATERIALS, EQUIPMENT AND METHOD OF WORKS 

For all work involving procurement of material and equipment or 

choice of method or work by the Contractor, it shall be understood that 

the contractor shall keep the Engineer apprised well in advance of the 

exact sources, type and description of the materials and equipment, test 

date for materials and methods work. The Contractor shall arrange for 

trial work, as required by the Engineer, for demonstrating the efficiency 

and adequacy of the equipment material and working method in terms 

of these specifications. 

1.22 CONTROL TESTS ON MATERIALS DURING CONSTRUCTION 

1.22.1 The contractor shall use material in construction as conformed to the 

requirements regarding composition, grading, physical properties and 

Engineering characteristics, as specified for different kinds of materials. 

For this purpose, pre construction control test shall be carried out on 

representative samples collected at random of materials brought to 

construction site or at stock-piles at the specified frequency. 

1.22.2 A fresh series of construction control test shall be started every time 

whenever there are changes in the source of the materials or in the 

appearance of the materials as visually assessed by the Engineer. 

1.22.3 Additional numbers and types of construction control tests shall be 

carried out if it is considered necessary to do so by the Engineer for 

monitoring the variability and suitable of material brought to work site 

or to stock-pile by the contractor.



1.23 MATERIALS TESTING 

The physical properties and engineering characteristics of the materials 

mentioned in these specifications shall be established through 

appropriate tests on representative sample collected in such manner 

and at such frequency as decided by the Engineer. The tests shall be 

carried out in accordance with test method as mentioned in these 

specifications after taking into account the appropriateness of the test 

methods for particulars applications under consideration. 

1.24 QUALITY CONTROL ON WORK AND MATERIAL 

The Contractor shall be responsible for quality of work in entire 

construction work within the contract. Quality control shall be done as 

per Clause 900 of Ministry of Road Transport and Highway (Road 

Wings) specification for Road and Bridge work, 4 th revision. The 

contract rate quoted for various items of work in the bill of quantities 

shall be deemed to be inclusive of all costs of the provision indicated in 

that clause. 

1.25 SURVEYING AND MEASURING EQUIPMENTS 

Equipments for surveying and measurement on the works shall be 

procured by the Contractor for his use. The same shall also be made 

available to the Engineer at site for any work connected with the 

contract without any additional charges. 

2.0 EXCAVATION 

Work shall be carried out to Indian Standards and Code of Practices. In 

absence International Standards shall be followed. These shall be latest 

issue. List given hereunder is not to be considered as conclusive and is 

for reference and guidance only. Any discrepancies / conflict noticed



2.1 SCOPE 

shall be directed to the Engineer for his direction/approval. However as 

a general rule more stringent specification shall take precedence. 

(1) IS 1200 Method of measurement of building and civil 

(Part I) engineering works - Part I : Earth Work. 

(2) IS 2720 Methods of test for soils. (All Parts) 

(3) IS 2809 Glossary of terms and symbols relating to soil 

mechanics. 

(4) IS 3764 Safety code for excavation work. 

(5) IS 4081 Safety code for blasting and related drilling operations 

(6) IS 4988 Glossary of terms and classifications of earth moving 

machinery (all parts). 

This part of the specification deals with general requirements for 

earthwork in excavation in different materials, site grading, filling in 

area shown in drawings, filling back around foundations, plinths and 

approach ramps, conveyance and disposal of excavated soil and 

stacking them properly as shown on the drawings or as directed by the 

Engineer and all operations covered within the intent and purpose of 

the specifications. The excavation in rock by blasting is not permitted. 

2.2 Classification of Earth : 

For purpose of earthwork soil shall be classified as under : 

Loose/soft soil : Any soil which generally yields to the application of 

picks and shovels, phawras, rakes or any such ordinary excavating 

implements or organic soil, gravel, silt sand, turf loam, clay, peat etc. 

fall under this category. 

Dense/Hard Soil: Any soil which generally requires the close 

application of picks, or jumpers or scarifiers to loosen it. Stiff clay, 

gravel and cobble stone etc. fall under this category. (Note : Cobble



stone is the rock fragment usually rounded or semi-rounded having 

maximum diameter in any one direction between 80 & 300 mm.) 

Mud : Mud is a mixture of ordinary soft soil and water in fluid or weak 

solid state. 

Soft/Disintegrated rock : (Not requiring blasting). This shall include 

the type of rock and boulders which may be quarried or split with crow- 

bars. Laterite and hard conglomerate also come under this category. 

Hard Rock: (Requiring blasting) : This shall include the type of rock or 

boulder which for quarrying or splitting requires the use of mechanical 

plant or blasting. 

2.3 GENERAL 

(Note : Boulder is a rock fragment usually rounded by weathering, 

disintegration and explosion or abrasion by water or ice having a 

maximum dimension in any direction of more than 600 mm). 

Hard Rock : (Requiring blasting but where blasting is prohibited) under 

this category shall fall hard rocks which though normally require 

blasting for their removal but blasting is prohibited and excavation has 

to be done by chiseling, wedging or other suitable method. 

2.3.1 The Contractor shall furnish all tools, plant, instruments, qualified 

supervisory staff, labour, materials, any temporary works, consumables 

and everything necessary, whether or not such items are specifically 

stated herein, for completion of the job in accordance with the 

specification requirements. 

2.3.2 The Contractor shall carry out the surveys of the site before excavation 

and set out properly all lines and establish levels for various works such 

as earthwork in excavation for grading, foundations, plinth filling, road 

drains, cable trenches, pipelines, culverts, retaining walls etc. Such



surveys shall be carried out taking accurately cross sections of the area 

perpendicular to the grid lines at intervals determined by the Engineer 

depending on the ground profiles. These will be checked by the 

Engineer or his representative and thereafter properly recorded. 

2.3.3 The excavation shall be done to correct lines and levels. This shall 

include where required, proper shoring to maintain excavation and 

also the furnishing, erection and maintaining of substantial barricades 

around excavations and warning lamps at night for safety purposes. 

2.3.4 The rates quoted shall include for dumping of excavated material in 

regular heaps, bunds, rip rap with regular slopes as directed by the 

Engineer within the lead specified and leveling the same so as to 

provide natural drainage. Rock/soil excavation shall be properly 

stacked as directed by the Engineer. As and more resistant materials, 

forming the casing on the sides and the top. Rock shall be stacked 

separately. 

2.4 CLEARING 

The area to be excavated/filled shall be cleared of all fences, trees, 

plant logs, stumps, bush, vegetation, rubbish, slush etc. and other 

objectionable matter. If any roots or stumps of trees are met during 

excavation, they shall be removed. The material so removed shall be 

disposed off as directed by the ENGINEER. 

Where earthfill is intended, the area shall be cleared of all 

matter/materials before filling commences. No separate payment shall 

be made for such clearing works. 

2.5 PRECIOUS OBJECTS, RELICS, OBJECTS OF ANTIQUITIES ETC. 

All gold, silver, oil, minerals, archaeological and other findings of 

importance or other materials of any description and all precious 

stones, coins, treasure troves, relics, antiquities and similar things



which may be found in or upon the site shall be the property of the 

CIDCO and the Contractor shall duly preserve the same to the 

satisfaction of the ENGINEER and from time to time deliver the same 

to him. 

2.6 EXCAVATION FOR STRUCTURES 

2.6.1 Description 

2.6.2 Setting out : 

2.6.3 Excavation : 

Excavation for structures shall consist of removal of materials for the 

construction of the foundations of columns, footings, walls and other 

similar structures in accordance with the requirements of this 

specification and the lines and dimensions shown on the drawings or 

as indicated by the ENGINEER. The work shall include all necessary 

sheeting, shoring, bracing, draining and pumping; the removal of all 

logs, stumps, shrubs and other deleterious matter and obstruction 

necessary for placing the foundations, trimming bottoms of excavation; 

backfilling, cleaning up the site and disposal of all surplus materials. 

After the site has been cleared as per clause 4.0 above, the limits of 

excavation shall be set out true to lines, curves, slopes, grades and 

sections as shown on the drawings or as directed by the ENGINEER. 

The Contractor shall provide all labour, survey instruments and 

materials such as string, pegs, nails, bamboos, stones, lime, mortar, 

concrete, etc. required in connection with the setting out of works and 

establishment of bench marks. The Contractor shall be responsible for 

the maintenance of bench marks and other marks and stakes as long 

as they are required for the work in the opinion of the ENGINEER. 

a) Excavation shall be taken to the width of the lowest step of 

footing or the pile caps and the sides shall be left plumb where



the nature of the soil allow it. Where the nature of the soil or 

the depth of excavated trench/pit does not permit vertical sides, 

the Contractor at his own expense shall put up necessary 

shoring, strutting and planking or cut slopes to a safe angle or 

both with due regard to the safety of personnel and the works 

and to the satisfaction of the ENGINEER. 

b) The depth to which the excavation is to be carried out shall be as 

shown on the drawings unless the type of material encountered 

is such as to require changes, in which case the depth shall be 

as ordered by the ENGINEER. 

c) If contractor prefers for mass excavation of building, he may do 

so with the prior permission of ENGINEER. The payment of 

excavation and disposal shall be restricted only to minimum 

excavation allowed as per mode of payment. Excavation shall be 

fully protected against the slide and slopes. 

d) The material suitable for backfilling shall be stacked separately. 

2.6.3.1 Excavation in all types of soil except rock: 

Shall mean excavation in vegetation soil, turf, loam, clay, mud black- 

cotton soil, earth murrum (hard or soft) shingle and generally any 

material which requires close application of picks or scarifies to loosen 

and not affording much resistance to digging. 

2.6.3.2 Excavation in rock not requiring blasting: 

Shall mean excavation in lime stone, sand stone, laterite, hard 

conglomerate or other rock which can be quarried or split with crow 

bars or, wedges. This shall include unblasted boulders. 

2.6.3.3 Excavation in rock requiring blasting: 

Shall mean excavation in hard rock requiring blasting encountered at 

places of excavations.



The Contractor shall obtain license from District/Public authorities for 

carrying out blasting work as well for obtaining transporting and 

storing explosives as per 'Explosives Rules 1940' or as amended. He 

shall purchase the explosives, fuses, detonators etc. only from a 

licensed dealer. He shall maintain the account of explosives etc. 

purchased and used by him. He shall be responsible for safe custody 

and proper accounting of explosive materials. Contractor will be fully 

responsible for any breach of the aforesaid Act. 

Blasting shall normally be done with gun powder. Dynamite, Gelatin or 

any other high explosives shall only be used in special cases with 

written permission of the Architect and District authorities concerned 

under ‘Explosive Rules'. 

Blasting operations shall be carried out under supervision of a 

responsible representative of the Contractor during certain hours, 

preferably during lunch break as approved in writing by the Architect. 

The representative shall be conversant with the rules of blasting. 

Proper precautions for safety of persons shall be taken. Red flags shall 

be prominently displayed around the area to be blasted and all people 

on work except those who actually light the fuses shall be withdrawn to 

safe distance of not less than 100 meters from the blast. Blasting shall 

not be done within 100 metres of an existing masonry or any other 

kind of structure unless special precautions are taken by heavy 

blanketing etc. The Contractor shall be responsible for any damage to 

the person and/or property either directly or incidental to such blasting 

including his employees. 

Where blasting is not practical or is prohibited, excavation shall be 

done by wedging or chiseling and it shall be restricted to the quantity 

required to enable the necessary foundation to be put in. The item also 

covers bailing out subsoil water or rainwater including pumping at any 

stage of the work, shoring strutting etc.



2.6.4 Dewatering and Protection : 

Where water is met with in excavation due to stream flow, seepage, 

springs, rain or other reasons, the Contractor shall take adequate 

measures such as bailing, pumping, construction of diversion channels, 

drainage channels, bunds, cofferdams and other necessary works to 

keep the foundation trenches/pits dry when so required and to keep the 

green concrete / masonry against damage by erosion or sudden rise of 

water level. The method to be adopted in this regard and other details 

thereof shall be left to the choice of the Contractor but subject to the 

approval of the Engineer. Approval of the Engineer shall, however, not 

relieve the Contractor of his responsibility for the adequacy of 

dewatering and protection arrangements and the safety of the works. 

Where cofferdams are required, these shall be carried to adequate 

depths and heights, be safely designed and constructed and be made 

as watertight as is necessary for facilitating construction to be carried 

out inside them. The interior dimensions of the cofferdams shall be 

such as to give sufficient clearance for constructions and inspection and 

to permit installation of pumping machinery inside the enclosed area. 

Pumping from inside of any foundation enclosure shall be done in such 

a manner as to preclude the possibility for the movement of water 

through any freshly placed concrete. No pumping shall be permitted 

during the placing of concrete or for any period of at least 24 hours 

thereafter, unless it is done from a suitable sump separated from the 

concrete work by a water tight wall or similar means. At the discretion 

of the Contractor shall take all precautions in diverting channels and in 

discharging the drained water so as not to cause damage to the works 

or to the adjoining property. 

2.6.5 Preparation of Foundation : 

The bottom of the foundation shall be leveled both longitudinally and 

transversally or stepped as directed by the Engineer. Before the footing



is laid, the surface shall be slightly watered and rammed. In the event 

of the excavation having been made deeper than that shown on the 

drawing or as otherwise ordered by the Engineer, the extra depth shall 

be made up with concrete or masonry of the foundation grade at the 

cost of the Contractor. Ordinary filling shall not be used for the 

purpose to bring the foundation to level. 

When rock or other hard strata is encountered, it shall be freed of all 

loose and soft materials, cleaned and cut to a firm surface either level, 

stepped, or serrated as directed by the Engineer. All seams shall be 

cleaned out and filled with cement mortar or grout to the satisfaction of 

the Engineer. 

2.6.6 Slips and Blows : 

2.6.7 Backfilling : 

If there are any slips or blows in the excavation, these shall be removed 

by the Contractor at his own cost. 

To the extent available, selected surplus soil from the excavation shall 

be used as backfill. Fill materials shall be free from clods, salts, 

sulphates, organic or other foreign materials. All clods of earth shall 

be broken or removed. Where excavated material is mostly rock, the 

boulders shall be broken into pieces not larger than 250 mm size 

mixed with properly graded fine materials consisting of murrum or 

earth to fill up the voids and the mixture used for filling. 

If any selected fill material is required to be borrowed, the Contractor 

shall make his own arrangement for bringing the material from outside 

borrow pits. The material sources shall be subject to the prior approval 

of the Engineer. The Contractor shall make necessary access roads to 

such borrow areas at his own cost, if such access roads do not exist.



The Contractor shall make necessary payment of royalty charges with 

the concern Authority for obtaining quarry permit. 

The selected fill material shall be approved quality murrum having 

liquid limit not more than 40 and plasticity index not more than 20 and 

minimum dry density not less than 1700 kg per cu.m. 

Backfilling of the foundation trenches/pits shall be done as soon as the 

foundation work has been completed to the satisfaction of the 

ENGINEER and measured but not earlier than the full setting of the 

concrete or masonry of the foundation. Backfilling shall be carried out 

in such a manner as not to cause undue thrust on any part of the 

structure. Backfilling shall be done in space around the foundations 

after clearing it of all debris and in layers of 250 mm loose thickness, 

watered and compacted to the satisfaction of the ENGINEER and upto 

the original surface. 

2.6.8 Disposal of Surplus Excavated Materials: 

All the excavated materials shall be the property of the CIDCO where 

the excavated material is directed to be used in the construction of the 

works for the general grading, plinth filling or embankments, the 

operations shall be arranged in such a manner that the capacity for 

cutting, haulage and compaction are nearly the same. 

All hard materials such as hard murum, rubble etc. not intended for 

filling in foundations, plinth or embankments, shall be stacked neatly 

for future use as directed by the ENGINEER within the lead specified. 

Unsuitable or surplus materials not intended for use in part of the 

works or for reuse shall be disposed of as directed by the ENGINEER.



2.7 MEASUREMENT AND RATES: 

The measurement shall be generally conforming to IS:1200, Part-I 

unless otherwise specified. Measurement for excavation of foundations 

and footing shall be as required for the exact width, length and depth 

as shown of figured on the drawings or as may be directed by the 

ENGINEER. If taken out to a greater width, length or depth than shown 

or required, the extra work occasioned thereby shall be done at the 

Contractor's expenses. 

The dimensions of the trenches and pits shall be measured correct to 

the nearest cm. and cubical contents worked out in cubic metres, 

correct to two places of decimal. 

Measurements of filling excavated earth or sand in plinth or under 

floors: depth of consolidated earth fillings, shall be measured for the 

purpose of payments. The dimensions of the fillings shall be measured 

correct to the nearest cm. and cubical contents worked out in cubic 

metres correct to the two places of decimal. 

Rate for earth work shall include the following : 

a) Excavation and disposing of all excavated materials as specified. 

b) Setting out works, profiles etc. 

c) Site clearance such as cleaning of rank vegetation, shrubs, 

brushwood. 

d) Forming (or leaving)" dead mean" or "tell tales" and their 

removals after measurement 

e) Bailing out water in excavation from rains, sub-soil water etc. 

f) Protection and temporarily supporting of existing services, of 

pipes, water mains, cables etc. met within the course of



excavation. Care shall be taken not to disturb electric and 

communication cables. Removal of such cables, if necessary, 

shall be arranged by the ENGINEER. 

g) Forming (or leaving) steps in sides of deep trenches and their 

removal. 

h) Removing slips or falls in excavation including necessary shoring 

& strutting. 

i) Fencing and/or other suitable measures for protection against 

risk of accidents as approved by the ENGINEER. 

j) Excavation for insertion of planking and strutting where required, 

and 

k) Backfilling the trenches foundations (sides of footings) with 

selected excavated materials. 

l) Payment of necessary royalty charges for excavation and 

contractor’s material brought from outside. 

3.0 Providing and laying dry trap rubble soling 23 cm. thick including hand 

3.1 General: 

packing and filling the voids with rubble chips including watering and 

compaction etc. complete. 

The item provides for supply of dry trap rubble soling and labour for 

laying of specified type of stones in the specified thickness including 

preparing the subgrade to proper section by scraping, dressing, 

watering and compaction with vibratory roller etc. and hand packing 

the rubble chips to the required line, curve, grade and section.



3.2 Diversion: 

When the traffic can be allowed on the road side berms without much 

inconvenience to traffic or impediment to the work, this shall be 

provided by the contractor at his own cost. He shall provide the 

necessary barricading, warning boards and signals and watchmen by 

day and red lights at night and comply with relevant provisions of 

specification. Otherwise, a separate diversion shall be provided. 

3.3 Construction: 

3.3.1 Preparation of sub-grade: 

The sub-grade shall be marked by stakes and strings for the required 

width for laying of the soling in line, curve, section and grade with 

reference to the centre line. The edge line stakes shall be ranged for a 

sufficiently long length to obtain straight lengths and uniform curves. 

The contractor shall clear off the area and do the necessary trimming 

or filling for laying of the soling in line, curves, grades and section. All 

fillings shall be watered and compacted to get maximum consolidation. 

The camber, super elevation etc. of the sub-grade shall conform in 

shape to loose, undulating or uneven, the contractor shall at his own 

cost make it up with suitable material, water and compact it and obtain 

the correct section. Camber boards shall be used to get the required 

section. 

3.3.2 Laying soling: 

The rubble collected by the roadside shall be laid with the largest face 

downwards and in contact with each other. The stone shall break joint 

as far as possible. The full thickness of the soling shall generally be 

made with one stone only. The junction of the old road and the new



construction shall be diagonal in plan and the soling shall be in level 

with the corresponding course of the road. 

Unless otherwise provided in the plans or directed by the Engineer, the 

width of the soling shall be 23 cm. more than that of the metal above. 

3.3.3 Hand-packing: 

As the laying of rubble advances the soling shall be hand packed by 

wedging and packing with 80 mm metal collected for the purpose in 

the joints of the soling and driving them by hammers in place so as to 

fill the voids as completely as possible. This operation of hand packing 

shall follow the rubble laying closely. 

3.4 Item to include: 

1) Setting out including labour and materials like stakes, strings, 

fish line, boning rods, and camber boards. 

2) Diversion, barricading, signaling and controlling traffic if 

necessary unless separately provided in the tender. 

3) Conveying the rubble from stacks on the roadside and laying the 

soling to the required line, curve, grade and section including 

clearing, sectioning, dressing grades and section and 

compacting the section, breaking rubble and hand packing with 

80mm metal, filling the voids with rubble chips, sand, stone 

screening etc. 

4) All labour, materials and use of equipment and tools required 

for carrying out the work satisfactorily. 

3.5 Mode of Measurement & Payment: 

The contract rate shall be for one cubic metre of soling laid, hand 

packed and finished.



The width and depth shall be restricted to the specified width and 

depth. The dimensions shall be recorded correct upto two places of 

decimals of metre and the quantity calculated correct upto two places 

of decimals of a cubic metre. No deduction shall be made for voids. 

4.0 Providing trap/granite/quartzite/gneiss rubble filling behind 

4.1 Materials: 

the abutments, returns or wings. 

The stones to be used shall be broken rubble with fairly regular shape 

and not weathered or decayed stones and confirming to Appendix-6 of 

IRC:78-2000 Specifications. Stones shall be selected for their larger 

size. The stone shall be about 0.015 cub. M. or 15 litres (about ½ c.ft.) 

in size unless otherwise ordered by the Engineer, having regard to the 

nature of the stone being quarried. The stones to be used for wedging 

in the joints between stones shall be chips of such size as to snugly fill 

up the interstices in most cases. All suitable rubble obtained from 

foundation excavation shall be made use of first. The rate to be 

charged for this rubble to the contractor shall be that which is entered 

in the schedule A and if not so entered, the Divisional schedule rate 

current at the time of tender. 

4.2 Details of construction: 

Dewatering if necessary shall be done. The bed on which rubble filling 

is to be laid shall be cleared of all loose materials leveled and 

consolidated and got approved by the Engineer before starting rubble 

filling. Rubble filling behind abutments, returns or wings shall be laid in 

regular horizontal layers of not more than 30 cm. (about 12”) in 

thickness closely packed and compacted and firmly set with their 

broadest face downwards. The interstices between adjacent stones shall 

be wedged in with spalls of the proper size, well driven in with



hammers or wooden mallets to ensure tightly packed layers. Such 

wedging shall be carried on simultaneously with the placing in position 

of the larger stones in each layer and shall in no case be permitted to 

fall behind. Each layer shall be packed and completed before the 

upper layer is started. 

Backfilling required to be done if any, on the river-side of the 

abutment, wings or returns shall be done simultaneously with the filling 

on the landside. Special precautions should also be taken to prevent 

wedging action against masonry. The masonry shall have been fully 

cured before rubble filling. 

4.3 Item to Include: 

1) Supplying broken rubble and spalls of approved quality and 

size. 

2) All labour, materials and use of equipment and tools for 

properly laying, hand packing and compacting the rubble. 

3) Any other incidental charges to complete the work as per 

sanctioned plan including dewatering unless separately provided 

in the tender. 

4.4 Mode of measurement and payment: 

Rubble filling shall be measured in cubic metre limiting the dimensions 

to those shown in the plan or as directed by the Engineer. The 

dimensions shall be measured to two places of decimals in metres and 

quantities worked out to two places of decimals of a cubic metre. 

No deduction shall be made for voids. 

The contract rate shall be for a unit of one cubic metre.



5.0 CONCRETE – PLAIN AND REINFORCED LIST OF BUERAU OF 

5.1 CEMENT : 

INDIAN STANDARD CODE OF PRACTICE (ISI) 

12269-53 grade ordinary Portland cement 



383- Coarse and fine aggregates from natural source for 

concrete 

456- Code of practice for plain and reinforced concrete 

516- Method of tests for strength of concrete 

2386- Method of test for aggregate for concrete work 

9103- Admixture for concrete 

4926- Specification for Ready Mix Concrete 

2386- Methods of test for aggregates for concrete 

The cement used shall be of the following type with the prior approval 

of the Engineer : 

Type of Cements I.S. No. Remarks 

O.P.C. 53 Grade IS: 12269 For all RCC & PCC works 

O.P.C. 43 Grade IS: 8112 For all RCC & PCC works 

Mineral admixture are allowed to be used in the concrete as per IS: 

456-2000. 

USE : 

Cement shall be used in the order in which it is received on site. 

Cement in bags in bag in storage for a period more than 3 months, 

shall be retested before use and rejected by Engineer in charge if found 

unsuitable.



TESTING : 

A sample shall be tested for every batch of cement delivered on site on 

once or for every 1000 bags, whichever is more frequent. Tests shall 

be carried out for consistency fineness, soundness initial and final 

setting time, and compressive strength (IS : 4031) and the results 

approved by the Engineer before use of the cement in permanent 

works. Samples shall be taken immediately on receipt of cement at 

site. The methods and procedure of sampling shall be in accordance 

with IS:3535. The Engineer may specify other forms of sampling and 

tests including chemical analysis, (IS : 4032) if in his opinion the 

cement is of doubtful quality; the costs of such additional tests shall be 

borne by the Contractor. Each and every lot of cement shall be 

accompanied by the manufacturer’s Test Certificate. 

5.2 FINE AGGREGATES (SAND) 

5.2.1 It shall be river sand conforming to IS : 383, obtained from sources 

approved by the Engineer. These sands, if found coarser, shall be 

suitably blended with finer sand obtained from approved source to 

obtain the desired grading. The two types of sand will be stacked 

separately and their mixing in the specified proportions shall be at the 

Contractor’s cost. 

The sand shall not contain more than a total of 3% by weight of shale, 

clay, silt and other structurally weak particles. 

If permitted by the Engineer crushed stone sand produced from stones, 

suitable for concrete aggregate, and manufactured in special sand 

producing crushers such as impactors, hammer mills and processed 

through stone on stone, vertical shaft crushers for particle shaping and 

excess fines removed by suitable dust extractors. The particle shape



shall be nearly cubical. If crushed stone sand contains high percentage 

of fines, the sand will be separated in two fractions viz. 0 –2.36 mm 

and 2.36 – 4.75 mm size. These two fractions will be suitably blended 

to obtain desired grading of sand. If case of crushed stone sand the 

fines 0.15 mm shall be less than 5%. The crushed stone sand shall be 

tested for flow time and voids as per ASTM 1252, and if found suitable 

shall only will be used. 

5.2.2 The grading of the sand shall conform to IS : 383 

The grading of sand can be improved by mixing two sands. The sand 

shall be screened on 4.75 mm size vibratory screen to eliminate over – 

size particles. 

The sand shall be washed in screw type mechanical washers in potable 

water to remove excess silt, clay and chlorides. The screening and 

washing of sand shall be completed at least one day before using it in 

concrete. 

The washed sand shall be stored on a sloping concrete platform to 

drain excess water and in such a manner as to avoid contamination. 

The fine aggregate shall be subjected to tests in accordance with IS : 

2386 as may be ordered by the Engineer. 

5.3 COARSE AGGREGATES : 

5.3.1 Coarse aggregates for the works shall be crushed stone conforming to 

IS : 383, obtained from sources, approved by the Engineer. Quarries 

production aggregates of nearly cubical shape shall be approved.



Aggregates shall be properly screened and if necessary washed clean 

before use. 

5.3.2 Coarse aggregates containing flat or flaky pieces or mica shall be 

rejected. 

5.3.3 Coarse aggregates shall be supplied in the following sizes: 

Nominal Size Maximum size Minimum size 

10 mm 12 mm 5 mm 

20 mm 25 mm 10 mm 

40 mm 40 mm 20 mm 

80 mm 80 mm 40 mm 

5.3.4 The grading of coarse aggregate shall be such that not more than 5% 

shall be larger than the maximum size and not more than 10% shall be 

smaller than the minimum size. Between these sizes the coarse 

aggregate shall be well graded. 

5.3.5 The aggregates shall be subjected to tests in accordance with IS 2386 

as may be ordered by the Engineer. 

5.3.6 Aggregates shall be stored in such a way as to prevent segregation of 

sizes and avoid contamination with fines. 

5.4 BLENDING OF AGGREGATES: 

In order to obtain optimum workability, individual aggregates of 

nominal size 20mm, 10mm and 4.75 mm and 2.36mm will be 

blended in such a way that the grading curve for all in aggregates will 

be a smooth curve from size 0.15mm to 25mm, falling within the



established envelope grading curve. Contractor shall establish 

envelope grading curve for each grade of concrete for given M.S.A. 

and get it approved by engineer, before finalizing the mix design. 

5.5 MIXERS AND VIBRATORS : 

5.5.1 For all structural concreting work the contractor shall provide weigh 

batching plant of suitable capacity which shall be got approved before 

bringing it to the site or procure the concrete from CIDCO approved 

RMC plant. 

5.5.2 For non-structural concreting work concrete may be produced at site by 

approved method. 

5.5.3 The contractor shall provide at site concrete Vibrators, Immersion Type, 

IS:2505 – Screed Board Concrete Vibrators, IS : 2506 supplied by 

recognized manufacturers. Also suitable capacity form vibrators will be 

used if required. 

5.6 GRADE OF CONCRETE : 

The concrete is designated as follows :- 

Concrete M30/20, the letter M refers to the mix, the number 30 

represents the characteristic compressive strength of 150 mm size 

cubes in Mpa at 28 days. The number 20 represents the maximum 

nominal size of aggregate in the mix, in this 20 mm. 

5.7 DESIGN OF CEMENT CONCRETE MIXES : 

The design of concrete mixes for various concrete items to the work 

shall be obtained by the contractor at his cost from an approved 

laboratory preferably from CIDCO’S Lab. The contractor shall submit



in advance details of such designs to the Engineer-in-charge for his 

prior approval. All the cement concrete of grade M-15 and higher 

strength shall be carried out as controlled concrete only and shall be 

done with proper mix design. The mix design shall be got approved 

from the Engineer-in-charge from time to time whenever there is source 

and type of cement and aggregates and change in the gradation of 

aggregates. 

5.7.1 For Concrete of Grade M-15, M-20, M-25, M-30 : 

Preliminary mix design must be carried out from laboratory. 

5.7.1.1 The minimum size of aggregate permissible shall be as per IS : 383- 

1970 & IS : 456-2000 and in latest amendments, if any. 

5.7.1.2 No extra payment over and above the accepted tender rate shall be 

made or as reduction in the accepted tender shall be effected in case of 

variation in the construction of cement concrete because of the mix 

designs or change in the mix design from the standard requirements 

for equivalent nominal mix. 

5.7.1.3 All the expenses of preliminary mix design, subsequent field laboratory 

mix design, work tests shall be borne by the contractor. 

5.7.1.4 If the average strength of concrete cube falls below the required 

strength, fresh preliminary mixes for that grade shall be made as 

before/ Until the trial mixes yield cubes of compressive strength at 28 

days greater than the required average strength at the age i.e. fck + 4 

N/mm2 as per I.S. 456-2000. 

5.7.1.5 Whenever there is a significant change in the quality of any of the 

ingredients for concrete, the Engineer may at his discretion order to 

carrying out of fresh trail mixes. All costs for trial mixes and tests shall 

be to contractor’s account and held to be included in the contract rates.



5.7.1.6 Before commencing the works the contractor shall submit the Engineer 

for approval full details of all preliminary trial mixes and tests. 

5.7.1.7 When the proportions of a concrete mix have been approved by the 

Engineer the contractor shall not vary the quality or source of the 

materials or the mix without the written approval of the Engineer. 

5.7.2 The cement content W.C. ratio and maximum size of aggregate for 

different grades of concrete and the required average strengths at 28 

days for which the mixes shall be designed are specified below:- 

Grade of 

concrete 

Characteristic 

strength 

(f’ ck Mpa) 

TABLE-1 

Min. 

cement 

Content 

kg/m 3 

Max 

W/C 

Remarks 

M-20 20 310 0.45 For PCC bedding 

M-20 20 310 0.40 

M-30 30 400 0.40 

For PCC bridge 

work 

For RCC bridge 

work 

M-35 35 400 0.40 For all RCC work 

Note: 1) If the contractor is unable to obtain the required concrete strength, with 

the given minimum dosage of cement, he can with specific approval of 

Engineer, increase the cement dosage. In such cases, no extra 

payments will be made for the use of extra cement. 

2) Use of approved super plasticizer, at contractor’s cost is mandatory. 

Table – 2 given below, shown, the range of slump for concreting in 

various areas and conditions.



TABLE - 2 

Sr. 

No. 

Area of Concrete work Slump mm 

1a Structure with exposed inclined surface requiring low slump 25 

concrete to allow proper compaction 

1b Plain C.C. 25 

2 R.C.C. structure with widely spaced reinforcements i.e. solid 

columns, piers, abutments, footings, well-steinings 

3 R.C.C. structures with fair degree of congestion of 

reinforcement. Viz. pier and abutment caps, box culvers, weil 

curbs, well caps, wall with thickness greater than 300mm 

4 R.C.C. and PSC structures, with highly congested 

reinforcement viz deck slab, girders box girders, wall with 

thickness less than 300mm. 

5 Under water concreting through tremie, bottom plug, cast in 

situ piling 

40 to 50 

50 to 75 

75 to 125 

100 to 200 

6 Cast in situ piling work using tremie pipe 100 to 180 

Note: 

1. The slump of structure concrete with water will be 25mm (Max). Any 

slump in excess of 25mm, shall be obtained by adding suitable dose of 

approved super plasticizer. 

2. In case of pumped concrete the slump requirement may be kept as per 

RMC mix design. Excess slump (above 25mm) shall be obtained by 

adding suitable dose of approved admixture/plasticiser. 

The mixes are designed to yield mean strengths (f’ cm) greater than the 

corresponding specified characteristic strengths (f’ ck) as indicated in 

Table 1. The difference between f’ cm and f’ ck is called the ‘Current 

Margin’. The concrete mixes shall be designed on the basis of required



strength, impermeability, desired workability, the maximum size of 

aggregate and also the various cements. Accordingly the required 

cement content shall be ascertained. 

5.7.3 For each grade a total of 18 cubes and 3 cylinders of size 150 mm dia 

and 160 mm highs shall be made. Of these 18 cubes made not more 

than 6 may be made on any day and further, of the 6 cubes made in 

one day not more than 2 each representing a different batch of 

concrete shall be tested at the age of 28 days. The making of the 

cubes, their curing, storing, transporting and testing shall be in 

accordance with Indian Standards I.S. 516. After 28 days of curing the 

cylinders will be tested for permeability as per MORT&H clause 1716.5 

and DIN 1048. The tests shall be carried out in a laboratory approved 


5.7.4 If the average strength of the concrete cubes falls below the required 

target mean strength (f’ cm), fresh preliminary mixes for that grade 

shall be made as before, until the trial mixes yield cubes of compressive 

strength at 28 days greater than the required average target mean 

strength (f’ cm) at that age. 

5.7.4.1 Where concrete is produced at continuous production unit, such as 

ready mix concrete plant, the Engineer may allow use of established 

mix design, provided it complied with all requirements of tender 

specifications. In this case, the responsibility of attaining required 

strength and other properties lies with the supplier and contractor. The 

manufacturer shall submit the detailed calculation of mix design if 

desired by Engineer.



5.7.5 Whenever there is significant change in the quality of any of the 

ingredients for concrete, the Engineer may at his discretion order to 

carry out fresh trial mixes. All costs for trial mixes and tests shall be to 

be Contractor's account and held to be included in the contract rate. 

5.7.6 Before commencing the works the Contractor shall submit to the 

Engineer for approval full details of all preliminary trial mixes and tests 

including complete calculation of mix design and properties various 

ingredients. 

5.7.7 The Contractor shall carry out trials to establish the correctness of 

grading of aggregates, suitability of plasticiser, formwork, mould 

release agent etc. to obtain necessary strength and surface finish. All 

costs of such trial casting shall be included in the contract rates. 

5.7.8 When the proportions of a concrete mix have been approved by the 

Engineer, the Contractor shall not vary the quality of source of the 

materials or the mix without the written approval of the Engineer. 

5.7.9 It is complete responsibility of contractor to design the concrete mixes, 

by approved standard methods and to produce, the concrete 

confirming to MORT&H specifications. It is expected that the contractor 

employ competent staff to carry out this work. 

5.8.0 Concrete Test: 

5.8.1 Concrete Cubes Tests: 

The quality of hardened concrete will be verified by the following 

procedure during routine concreting work. 

5.8.2 Sampling and Strength of designed concrete mix: 

5.8.2.1 General: 

Samples from fresh concrete shall be taken as per IS:1199 and cubes 

shall be made, cured and tested at 28 days in accordance with IS: 516.



5.8.2.1.1 In order to get a relatively quicker idea of the quality of Concrete, 

optional tests on beams for modules of rupture at 72 + 2 hours or at 7 

days, or compressive strength tests at 7 days may be carried out in 

addition to 28 days compressive strength tests. For this purpose the 

values should be arrived at based on actual testing. In all cases, the 28 

days compressive strength specified in Table-11 of ISl 456-2000 shall 

alone be the criteria for acceptance or rejection of the concrete. 

5.8.2.2 Frequency of Sampling: 

5.8.2.2.1 Sampling Procedure: 

A random sampling procedure shall be adopted to ensure that each 

concrete batch shall have a reasonable chance of being tested that is, 

the sampling should be spread over the entire period of concreting and 

cover all mixing units. 

5.8.2.2.2 Frequency: 

The minimum frequency of sampling concrete of each grade shall be in 

accordance with the following: 

Quality of concrete in the work (M3) 

Samples 

Number of 

1-5 1 

6-15 2 

16-30 3 

31-50 4 

51 and above 

4 plus one additional 

sample for each additional 

50m 3 or part thereof 

Note: At least one sample shall be taken from each shift. Where 

concrete is produced at continuous production unit, such as ready- 

mixed concrete plant, frequency of sampling may be agreed upon 

mutually by suppliers and purchasers.



5.8.2.3 Test Specimen: 

Three test specimens shall be made from each sample for testing at 28 

days. Additional samples may be required for various purposes such as 

to determine the strength of concrete at 7 days or at the time of striking 

the formwork, or to determine the duration of curing, or to check the 

testing error. Additional samples may also be required for testing 

samples cured by accelerated methods as described in IS: 9103. The 

specimen shall be tested as described in IS 5116. 

5.8.2.4 Test results of sample: 

The test results of the sample shall be the average of the strength of 

three specimens. The individual variation should not be more than + 

15 percent of the average. If more, he test results of the sample are 

invalid. 

5.8.2.5 Determination of Standard Deviation: 

Where: 

Concrete of each grade shall be analyzed separately to determine its 

standard deviation. 

The standard deviation of concrete of a given grade shall be calculated 

using the following formula from the results of individual tests of 

concrete of that grade obtained as specified in Table. 

Estimated standard deviation = S = 

ΣΔ 2 

n - 1 

Δ = Deviation of the individual test strength from the average 

strength 'n' samples and 

n = Number of samples test results. 

When significant changes are made in the production of concrete 

batches (for example changes in the material used, mix design, 

equipment or technical control), the standard deviation value shall be 

separately calculated for Such batches of concrete.



5.8.2.6 Assumed Standard Deviation: 

Where sufficient test results for a particular grade of concrete are not 

available, the value of standard deviation given in Table 8 of IS: 456 of 

2000 may be assumed. 

5.8.3 Permeability Test: 

5.8.3.1 Concrete Cylinders: 

The quality of hardened concrete will be verified by the following 

procedure: 

5.8.3.2 The Engineer shall select random batches of concrete for examination 

without warning the Contractor and sampling will generally be done at 

the point of discharge form the mixer and at placing point. 

5.8.3.3 From the batches thus selected 2 concrete cylinders shall be made in 

accordance DIN 1048. 

5.8.3.4 All cylinders shall be made, cured, stored, transported and tested in 

accordance with Clause 1716.5 of MORT & H. The tests shall be 

carried out in a laboratory approved by the Engineer. 

5.8.3.5 Frequency of testing – 1 set (2 cylinders representing concrete from a 

different batch) for every 40m 3 of concrete. 

5.8.4 The permeability of hardened concrete will be verified by the following 

procedure: 

i) Prepare a cylindrical test specimen 150mm dia and 160mm 

high.



ii) After 28 days of curing, test specimen will be fitted in a machine 

such that the specimen can be placed in water under pressure 

upto 7 bars. The typical machine shall be similar to one shown 

in Appendix 1700/II of MORT&H 4th revision, 2001 reprint. 

iii) At first a pressure of one bar is applied for 48 hours, followed by 

3 bars for 24 hours and 7 bars for next 24 hours. 

iv) After the passage of the above period, the specimen is taken out 

and split in the middle by compression applied on two round 

bars on opposite sides above and below. 

v) The water penetration in the broken core is measured with scale 

and the depth of penetration assessed in mm (max permissible 

limit 25mm) 

5.9.0 ACCEPTABILITY CRITERIA 

5.9.1 Concrete Cubes 

5.9.1.1 The strength requirement of any particular grade of concrete will be 

considered satisfactory if the 28 day’s compressive strengths of 

individual sets (each set consists of 3 cubes) and of individual cubes 

satisfy the requirements as per IS: 456-2000, Clause No.16: 

Acceptance Criteria. 

5.9.1.2 Whenever a mix is redesigned due to a change in the quality of 

aggregates or cement or plasticiser or for any other reason, it shall be 

considered as a new mix and initially subject to the acceptability 

criteria. 

5.9.1.3 If the concrete produced at site does not satisfy the above strength 

requirements, the Engineer will reserve the right to require the 

Contractor to improve the methods of batching, the quality of the 

ingredients and redesign the mix with increased cement content if 

necessary. The Contractor shall not be entitled to claim any extra cost



for the extra cement or plasticiser used for the modifications stipulated 

by the Engineer for fulfilling the strength requirement specified. 

5.9.2 Permeability Test: 

The concrete shall pass the permeability test if it is properly compacted 

and is not considered permeable when tested as per DIN 1048 and the 

water penetration in the broken core is less than 25mm. No extra 

payment shall be made for this test and cost of the same will be 

included in his rate for concrete work. 

5.10 FAILURE TO MEET SPECIFIED REQUIREMENTS : 

5.10.1 If from the cube test results is appears that some portion of the works 

has not attained the required strength, the Engineer may order that 

portion of the structure be subjected to further testing of any kind 

whatsoever as desired by the Engineer, including, if so desired by him. 

Full load testing of the suspected as well as adjacent portions of the 

structure as specified in the Conditions of Contract. Such testing shall 

be at the Contractor’s cost. The Engineer may also reject the work and 

order its demolition and reconstruction at the contractor’s cost. 

5.10.2 If the strength of concrete in any portion of the structure is lower than 

the required strength, but is considered nevertheless adequate by the 

Engineer so that demolition is not necessary, the Contractor shall be 

paid a lower rate for such lower strength concrete as determined by the 

Engineer. 

5.10.3 If the concrete is not able to meet the prescribed acceptance standard 

the effect of such deficiency on structure shall be investigated by the 

contractor as directed by the Engineer. The Engineer may accept the 

work as sub-standard work. Any additional work required by the 

Engineer for such acceptance shall be carried out by the contractor at 

his cost. In case the concrete is not found to be acceptable after 

investigation, the contractor shall remove the rejected work forthwith.



5.11 Test for concrete and concrete making ingredients: 

As frequently as the Engineer may require, testing shall be carried out 

in the field/approved laboratory for: 

1) Concrete cube test. 

2) Permeability test for concrete as per DIN 

The Contractor shall provide and maintain at all times, until the works 

are completed, equipment, Technicians, staff required for carrying out 

these tests. The Contractor shall grant the Engineer or his 

representative full access to his laboratory at all times and shall 

produce on demand complete records of all tests carried out on site. 

Before concreting commences on any section of the works contractor 

shall obtain approval of the Engineer or his representative as regards 

the formwork and reinforcement conforming with the drawings. He 

shall also indicate to the Engineer in writing and obtain his approval for 

positions of construction joints. The Engineer or his representative’s 

approval shall not relieve the Contractor of any of his obligations to 

comply with the provisions of this specification or contract. 

5.12 ADMIXTURES : 

No materials other than the essential ingredients i.e. cement, 

aggregates and water, shall ordinarily be used of manufacture of 

concrete or mortar. But the Engineer may permit the use of approved 

admixtures conforming to IS:9103 for importing special characteristics 

to the concrete, on satisfactory evidence that its use does not in any way 

adversely affect the properties of concrete particularly its strength, 

volume changes, durability an has not deleterious effect on the 

reinforcement. The admixtures shall not be paid separately.



5.13 WATER: 

5.13.1 Storage: 

5.13.2 Tests: 

Water supplied shall conform to the various provisions of IS:456-2000. 

Broadly stated, water used for mixing and curing of aggregates shall be 

clean and fresh, free from oils, acids, alkalis, salts, sugar, organic or 

other deleterious matter whether in solution or in suspension in such 

amounts as may impair the strength and/or durability of concrete or 

steel. Water which is potable is generally considered satisfactory for 

concrete mixing. Sea water or water from excavation shall not be used. 

Water shall be so stored that it remains free from all deleterious matter 

as mentioned above. 

No water shall be used until tested for its chemical and other impurities 

as per IS:3025 to ascertain its suitability. Tests shall be conducted 

whenever the source is changed or during reasonable variation. 

5.14 Batching of Concrete Ingredients: 

For all structural concreting, only Ready Mixed Concrete (R.M.C.) 

manufactured at site in automatic weigh batching plant or obtained 

from approved R.M.C. supplying agencies will be used. The R.M.C. 

supplying agency will supply mix design details at least 10 days in 

advance before start of delivery. 

5.15 TRANSPORTING, PLACING, COMPACTING, FINISHING AND 

CURING : 

Transporting, placing, compacting, finishing and curing of concrete 

shall be in accordance with IS:456.



5.15.1 Transporting: 

For all concreting, the concrete after discharge from batching plant will 

be loaded in transit mixers and kept continuously agitated while mix is 

in transit. At destination the mix will be unloaded in to the hoppers of 

concrete pump. 

5.15.2 Placing: 

The concrete, when discharged from transit mixer in pump hopper shall 

be kept continuously agitated and pumped to destination placing point. 

The height of any single lift of concrete shall not exceed 1.5 m for walls 

and 2.0m. for columns. For columns where the height of pour is more 

than 2.0m., suitable arrangement in formwork should be made so that 

the vertical drop of concrete is restricted to less than 2.0m. Any such 

arrangement should be approved from the Engineer in advance before 

execution. 

The thickness of horizontal layers shall not exceed 300 mm. High 

velocity discharge of concrete causing segregation of mix shall be 

avoided. The concrete shall be placed in the forms gently and not 

dropped from a height exceeding 1.5 m except in columns where the 

maximum allowed will be 2.0m. Each batch of concrete will be placed 

in layer. Each layer of concrete shall be compacted fully before the 

succeeding layer is placed and separate batches shall be placed and 

fully compacted before the layer immediately below has taken initial 

set. The layers should be sufficiently shallow, to permit stitching of two 

layers together by vibration. 

Concreting of any portion or section of the work shall be carried out in 

one continuous operation and no interruption of concreting work will 

be allowed without approval of the Engineer.



Plain concrete in foundations shall be placed, in direct contact, with the 

bottom of excavation, the concrete being deposited in such a manner, 

as not to get mixed with the earth. The concrete placed below the 

ground level shall be protected from falling earth during and after 

placing. Concrete placed in ground containing deleterious substances, 

shall be kept free from contact, with such ground and with water 

draining therefrom during placing and for a period of 7 days of or 

otherwise instructed there after. Approved means shall be taken to 

protect immature concrete from damage by debris, excessive loading, 

abrasion, vibrations, deleterious ground water, mixing with earth and 

other materials and other influences, that may impair strength and 

durability of concrete. 

Before starting of work contractor will get the concrete pouring 

programme and its sequence approved by Engineer to avoid cold 

joints. 


External, Internal (needle) and surface (screed board) vibrators of 

approved make shall be used for compaction of concrete. 

a) External and internal vibrators shall be used for compaction of 

concrete in foundations, columns etc. for sections such as slabs, 

the concrete shall be compacted by external, internal and 

surface type vibrators, depending on the thickness of layer to be 

compacted. 25mm, 40mm and 60mm dia internal vibrators will 

be used. The concrete shall be compacted by use of appropriate 

diameter vibrator by holding the vibrator in position until: 

i) Air bubbles cease to come to surface.



ii) Resumption of steady frequency of vibrator after short 

period of dropping the frequency, when the vibrator is first 

inserted. 

iii) The tone of the vibrator becomes uniform. 

iv) Flattened, glistening surface, with coarse aggregates 

particles blended into it, appears on the surface. 

After the compaction is completed, the vibrator should be 

withdrawn slowly from concrete so that concrete can flow 

in to the space previously occupied by the vibrator. To 

avoid segregation during vibration, the vibrator shall not 

be dragged through the concrete nor used to spread the 

concrete. The vibrator shall be made to penetrate into 

layer of fresh concrete below if any, for a depth about 

150 mm. The vibrator shall be made to operate at regular 

pattern of spacing. The effective radii of action will 

overlap, approximately half a radius to ensure complete 

compaction. 

v. To secure even and dense surfaces free from aggregate 

pockets, vibration shall be supplemented by tamping or 

rodding by hand in the corners of forms and along the 

form surfaces while the concrete is plastic. 

vi. A sufficient number of spare vibrators shall be kept readily 

accessible to the place of deposition of concrete to assure 

adequate vibration in case of breakdown of those in use. 

25mm diameter immersion vibrators shall be used in thin 

sections upto 125mm, 40mm diameter immersion



5.15.4 Curing : 

vibrators in fairly wide sections like beams, slabs, columns 

etc. and 60mm diameter vibrators in foundations, 

pilecaps or such large section members. Screed vibrators 

shall also be used for slab concreting. 

vii. Plain concrete also shall be vibrated to achieve full 

compaction, using needle and screed vibrators as 

necessary. 

Curing shall be started at the earliest by spreading wet jute cloth 

(hessian) and cover top with plastic sheet and subsequently cured with 

spraying water. In inaccessible area to start with, curing be started by 

spraying curing compound before starting membrane curing. 

5.16 Placing Temperatures : 

During extreme hot weather, the concreting shall be done as per 

procedures set out in IS: 7861, Parts I and II. 

Fine and coarse aggregates for concreting shall be kept shaded and 

the concrete aggregates sprinkled with water for a sufficient time before 

concreting, in order to ensure that the temperature of these ingredients 

is as low as possible prior to batching. The mixer and batching 

equipment shall be also shaded and if necessary painted white in order 

to keep their temperatures as low as possible. The placing temperature 

of concrete shall be as low as possible I warm weather and care shall 

be taken to protect freshly placed concrete from overheating by sunlight 

in the first few hours of its laying. The time of day selected for concrete 

shall also be chosen so at the minimize placing temperatures. In case 

of concreting in exceptionally hot weather the Engineer may in his 

discretion specify the use of ice either flaked and used directly in the



mix, or blocks, used for chilling the mixing water. In either case, the 

contractor shall be paid only the cost of such ice delivered on site and 

nothing extra for additional labour involved in weighing and mixing. 

5.17 Construction Joints : 

5.18 CRACKS : 

Construction joints in all concrete work shall be made as directed by 

the Engineer. Where vertical joints are required, these shall be 

shuttered and two coats of approved surface retarders shall be applied 

as directed by the Engineer on the surface of formwork in contact with 

concrete. The joint concrete shall not be allowed to take the natural 

slope of the concrete. 

In case of freshly hardened concrete, before fresh concrete is placed 

against a vertical joint, the old concrete shall be wire brushed and 

cleaned by water jet and surface dried with jet of air and cleaned. In 

case of old hardened concrete the surface shall be chipped and 

cleaned. When horizontal joint is formed the top layer of previously laid 

concrete will cleaned as described earlier depending on whether the 

concrete is fresh or fully hardened. Before fresh layer of concrete is 

placed, the surface shall be wetted by waterjet and dried by air jet a 

joint made as per MORT&H specifications. 

5.18.1 If cracks develop in concrete construction, which in the opinion of the 

Engineer may be detrimental to the strength of the construction, the 

contractor at his own expense shall test the slab or other construction as 

specified in Special Conditions. If under such test loads the cracks 

develop further, the Contractor shall dismantle the construction, carry 

away the debris, replace the construction and carry out all 

consequential work thereto.



5.18.2 If any cracks develop in the concrete construction, which in the opinion 

of the Engineer, are not detrimental to the strength of the construction, 

the contractor at his own expense shall grout the cracks with polymer 

cement grout of approved quality at his own expense and risk and shall 

make good to the satisfaction of the Engineer the surface finish which 

in the opinion of the Engineer has suffered damage either in 

appearance or stability owing to such cracks. The Engineer’s decision 

as to the extent of the liability of the Contractor in the above matter 

shall be final and binding. 

5.19 DEFECTIVE CONCRETE : 

Should any concrete be found honeycombed or in any way defective, 

such concrete shall on the instruction of the Engineer be cut out by the 

Contractor and made good at his own expenses. 

5.20 Exposed Faces, Holes and Fixtures : 

On no account shall concrete surfaces be patched or covered up or 

damaged concrete rectified or replaced until the Engineer or his 

representative has inspected the works and issued written instructions 

for rectification. Failure to observe the procedure will render that 

portion of the works liable to rejection; in which case it will be treated 

as rejection, which has failed to meet specified strength requirements 

and dealt with according to relevant Clause 10. 

Holes for foundation or other bolts or for any other purposes shall be 

moulded, and steel angles, holdfasts or other fixtures shall be 

embedded, according to the drawing or as instructed by the Engineer.



5.21 OTHER APPLICABLE CODES OF PRACTICE FOR IN-SITU REINFORCED 

CONSTRUCTION : 

All other requirements not covered by the above clause shall be 

governed by relevant clauses of IS 456, IS 3370, IS 2571 and other 

relevant standards as may be applicable. 

5.22 PRECAST CONCRETE : 

The provision in this section apply to all precast concrete executed 

within site and shall be considered supplementary to general provisions 

for reinforced concrete works. 

5.22.1 Handling and Storage : 

The precast units shall be stored as directed by the Engineer. The area 

intended for the storage of precast units should be surfaced in such a 

way that no unequal settlement can occur. 

To prevent deformation of slender units, they should be provided with 

supports at fairly close intervals and should also be safeguard against 

tilting. Lifting and handling positions should conform to the Engineer’s 

directions and drawings. In addition, location and orientation marks 

should be put on the members as and where necessary. During 

erection the precast units should be protected against damage caused 

by local crushing, chafing, effects of lifting and transport equipment. 

5.22.2 Temporary Supports and Connections : 

Temporary supports provided during erection should take into account 

all construction loads likely to be encountered during the completion of 

joints between any combination of precast and in-situ concrete 

structural elements.



The supports should be arranged in a manner that will permit the 

proper finishing and curing of any in-situ concreting and grouting 

associated with the precast member being supported when the gaps of 

joints have to be cleaned, the faces of the joints should be wetted. The 

mixing, placing and compacting of cement and mortar should be done 

with special care. Where mortar is specified, or a dry consistency, it 

should be in the proportion of 1 part of cement to 1 ½ parts of sand 

and should be placed in stages and packed hard from both sides of the 

joint. 

5.22.3 Tolerances : 

The following tolerances apply to finished precast products at the time 

of placement in the structure. The forms must be constructed to give a 

casting well within these limits. 

1. Overall dimensions of members should not vary more than + 6 

mm per 3 m length with a maximum variation of + 20 mm. 

2. Cross-sectional dimensions should not vary more than the 

following: 

+ 3 mm for sections less than 150 mm thick. 

+ 4 mm for sections over 150 mm and less than 450 mm. 

+ 6 mm for sections over 450 mm to 1000 mm. 

+ 10 mm for sections over 1000 mm. 

3. Deviation from straight line in long sections should not be more 

than + 6 mm up to 3 m, + 10 mm for 3 m to 6 m, + 12 mm 

for 6 m to 12 m. 

5.23 Mode of Measurement (For Precast Items) : 

Concrete and reinforcement shall be paid separately unless otherwise 

specified.



The volume of concrete measured in cubic meter shall include that 

occupied by : 

1) Reinforcement and other metal sections. 

2) Cast in components each less than 0.01 m3 in volume. 

3) Rebates, fillets or internal splays each less than 0.005 m2 in 

cross sectional areas. 

4) Pockets and holes not exceeding 0.01 m3 in volume. 

5) Rates for precast concrete shall include demoulding, handling, 

storing, transporting and erecting at site, including all clamping, 

bolting, bracing that may be required during erection, including 

erection equipment. 

5.24 READY-MIXED CONCRETE AND PUMPING CONCRETE : 

The provision in this section apply to all Ready Mix Concrete and shall 

be considered supplementary to general provisions for reinforced 

concrete works. The test shall be carried out at RMC manufacturer’s 

laboratory on all concrete ingredients as per the specifications. 

However, if directed by Engineer, test will be carried out on random 

sample at CIDCO approved laboratory by RMC manufacturer 

/contractor. 

5.24.1 Ready-mixed concrete may be manufactured in a central automatic 

weight Batching plant and transported to the job in agitating transit 

mixer. 

The maximum size of coarse aggregate shall be limited to one-third of 

the smallest inside diameter of the hose or pipes used for pumping. 

Provision shall be made for elimination of over-sized particles by 

screening or by careful selection of aggregates. To obtain proper 

gradation it may be necessary to combine and blend certain fractional 

sizes to aggregates. Uniformity of gradation throughout the entire job 

shall be maintained.



The quantity of coarse aggregate shall be such that the concrete can be 

pumped, compacted and finished without difficulty. 

5.24.2 Fine Aggregates : 

The gradation of fine aggregate shall be such that 15 to 30 percent 

should pass the 0.30 mm screen and 5 to 10 percent should pass 0.15 

mm screen so as to obtain a pumpable concrete. Sands that are 

deficient in either of these two sizes should be blended with selected 

finer sands to produce these desired percentages. With this gradation, 

sands having a fineness modulus between 2.4 and 2.8 are generally 

satisfactory. However, for uniformity, the fineness modulus of the sand 

should not vary more than 0.2 from the average value used in 

proportioning. 

5.24.3 Water, Admixtures and Slump : 

The amount of water required for proper concrete consistency shall 

take into account the rate of mixing, length of haul, time of unloading 

and ambient temperature conditions. 

Additions of water to compensate for slump loss should not be resorted 

to nor should the design maximum water-cement ratio be exceeded. 

Additional dose be retarder/plasticizer/superplasticizer shall be used 

with prior approval of engineer to compensate the loss of setting time 

and slump at contractor’s cost. Retempering water shall not be allowed 

to be added to mixed batches to obtain desired slump. 

5.24.4 Transportation : 



desired properties with regard to water-cement ratio, slump and 

homogeneity.



The revolving-drum truck bodies of approved make shall be used for 

transporting the concrete. The number of revolutions at mixing speed, 

during transportation, and prior to discharge shall be specified and 

agreed upon. Reliable counters shall be used on revolving-drum truck 

units. Standard mixer uniformity tests, conformity to ASTM Standards C 

94-69 “Standard Specifications for Ready Mix Concrete”, shall be 

carried out if desired by engineer to determine whether mixing is being 

accomplished satisfactorily. 

5.24.5 Pumping of Concrete : 

Only approved pumping equipment, in good working condition, shall 

be used for pumping of concrete. Concrete shall be pumped through a 

combination of rigid pipe and heavy-duty flexible hose of approved size 

and make. The couplings used to connect both rigid and flexible pipe 

sections shall be adequate in strength to withstand handling loads 

during erection of pipe system, misalignment, and poor support along 

the lines. They should be nominally rated for at least 3.5 Mpa pressure 

and greater fore rising runs over 30 m. Couplings should be designed 

to allow replacement of any section without moving other pipe sections, 

and should provide full cross section with no construction or crevices to 

disrupt the smooth flow of concrete. 

All necessary accessories such as curved sections of rigid pipe, swivel 

joints and rotary distributors, pin and gate valves to prevent backflow in 

the pipe line, switch valves to direct the flow into another pipe line, 

connection devices to fill forms from the bottom up, extra strong 

couplings for vertical runs, transitions for connecting different sizes of 

pipe, air vents for downhill pumping, clean-out equipment etc. shall be 

provided as and where required. Suitable power controlled booms or 

specialized crane shall be used for supporting the pipe line.



5.24.6 Field Control : 

5.25 Planning : 

Sampling at both truck discharge and point of final placement shall be 

employed to determine if any changes in the slump and other 

significant mix characteristics occur. However, for determining strength 

of concrete, cubes shall be taken form the placement end of line. The 

RMC supplied should nominate a technically qualified representative at 

site for sampling, testing and placing of concrete. 

Proper planning of concrete supply, pump locations, line layout, 

placing sequence and the entire pumping operation shall be made and 

got approved. The concrete production, transportation and placing 

shall be planed in such a manner that duration between addition of 

water during mixing and placing of concrete in desired location is well 

within time limits prescribed by the RMC manufacturer, however this is 

subjected to fulfillment of slump and other properties of concrete as 

specified in tender. On failure to adherer to the line time schedule by 

the supplier the Engineer may reject the concrete. 

The pump should be as near the placing area as practicable, and the 

entire surrounding area shall have adequate bearing strength to 

support concrete delivery pipes. Lines from pump to the placing area 

should be laid out with a minimum of bends. For large placing areas 

alternate lines should be installed for rapid connection when required. 

Standby power and pumping equipment should be provided to replace 

initial equipment, should breakdown occur. 

The placing rate should be estimated so that concrete can be ordered 

at an appropriate delivery rate.



5.26 Finishes: 

As a final check, the pump should be started and operated without 

concrete to be certain that all moving parts are operating properly. A 

grout mortar should be pumped into the lines to provide lubrication for 

the concrete, but this mortar shall not be used in the placement. 

When the form is nearly full and there is enough concrete in the line to 

complete the placement, the pump shall be stopped and a go-devil 

inserted and shall be forced through the line by the water under 

pressure to clean it out. The go-devil should be stopped at a safe 

distance from the end of the line so that the water in the line will not 

spill into the placement area. At the end of placing operation, the line 

shall be cleaned in the reverse direction. 

SUBMISSION OF DOCUMENTS FROM RMC MANUFACTURER 

If Contractor intend to install Ready Mix Concrete plant at side then 

following document should be submitted for approval. The RMC Plant 

should confirm to IS-2722. 

1. Checklist for ready mix concrete supply of concrete (RMC) in a 

prescribed format given in the tender. 

2. Design Mix 

3. Manufacturer’s Test Certificate for cement and plasticizer 

4. Lab test certificates for all ingredient of concrete. 

5. Delivery docket sheet mentioning the grade of concrete, quality 

of ingredient used, slump, transit mixer vehicle no. placement, 

location, time of concrete produce and placing etc. 

Unless otherwise instructed the face of exposed concrete placed against 

formwork shall be rubbed down immediately on removal of the 

formwork to removal irregularities. The face of concrete for which



formwork is not provided other that slabs shall be smoothed with a 

float to give a finish equal to that of the rubbed down face, where 

formwork is provided. The top face of a slab which is not intended to 

be covered with other materials shall be leveled and floated to a 

smooth finish at the levels or falls shown on the drawings or as 

directed. The floating shall be done so as not to bring as excess of 

mortar to the surface of the concrete. The top face of a slab intended 

to be surfaced with other materials shall be left with a spaded finish. 

Faces of concrete intended to be plastered shall be roughened by 

approved means to form a key. 

5.27 Concrete for flooring on grade: 

Concrete for flooring on grade shall be over well packed stone 

metalling or on earth as specified with or without reinforcement, placed 

in alternate bas not exceeding more than 6m x 6m or as specified 

including hacking the joints or adjacent bays. The water cement ratio 

shall not exceed 0.4. The stiff mix shall be thoroughly vibrated and 

finished to receive the floor finish. 

5.28 Other applicable codes of practice for in-situ reinforced construction 

All other requirements not covered by the above clauses shall be 

governed by relevant clause of Specifications for Road and Bridge Works 

of MORT&H latest version IS 456, IS 3370, IS 2571 and other relevant 

standards as may be applicable. 

5.29 Grouting of base plates & bolt holes: 

Mixing : 

Dry grout should be mixed in a mechanical mixer, the conventional 

200/400 litre capacity concrete mixer can be used to mix four bags of



dry grout; alternatively, paddle type mortar mixers can be used. The 

quantity of grout to be mixed at one time should not exceed that amount 

which can be placed in approximately 10 to 15 minutes. 

Batching : 

Batching of grout by fraction of a bag is not allowed. The quantity of 

mixing water should be the minimum commensurate with workability, 

compaction, and filling of the grout in all corners and crevices. Mixing 

should be done for a minimum of three minutes to obtain a fluid grout of 

uniform consistency. 

Shrinkage Compensated Grout: 

Shrinkage compensated grout of Associated Cement Companies Limited 

or any other approved manufacturer should be used. The batching shall 

be as per the manufacturer's specifications, other procedures being as 

above. 

5.30 CONCRETING OF SUBSTRUCTURE AND SUPERSTRUCTURE 

5.30.1 Construction and concreting of substructure and superstructure shall 

conform to the requirements laid down in “Specifications for Road and 

Bridge Works – published by MORT&H and IS-456-2000 and the 

requirements specified hereunder. Relative applicability of codes shall 

be as mentioned in para-3 of Part-I Special Specifications. 

5.30.2 Grade of Controlled Concrete 

The grades of concrete, maximum size of aggregates, Minimum and 

maximum cement content per m3 of concrete, max water cement ratio 

and slump shall be as follows.



Grade of Cement Concrete 

Nominal 

size of 

aggregate in 

mm. 

W/C 

Max 

Cement 

Content 

kg/m 2 

M-20 20 0.45 310 

PCC/RCC/PSC/Structural Concrete 

M-20 20 0.45 310 

M-30/M-35 20 0.40 400 

M-30/M-35 (Tremmie Concrete) 20 0.40 400 

NOTE : For controlled concrete works, if the contractor is unable to 

obtain the required concrete strength, with the above given 

maximum dosage of cement, he can with the specific approval 

of Engineer increase the cement dosage. 

In Such cases no extra payment will be made for the use of extra 

cement. Use of approved plasticiser super plasticiser for increase in 

workability only at contractor's cost is mandatory. Lignosulphonate 

based Admixtures/plasticizers will not be permitted. 

5.30.2.1 Requirements of Consistency 

The mix shall have the consistency which will allow proper placement 

and consolidation in the required position. Every attempt shall be 

made to obtain uniform consistency. 

The optimum consistency for various types of structures shall be as 

indicated in Table, or as directed by the Engineer. The slump of 

concrete shall be checked as per IS:516.



SR. 

NO. 

5.30.2.2 Additional Requirements 

As per Clause 1704.4 of MORT&H Standard Specifications, concrete 

shall meet with any other requirements as specified on the drawing or 

as directed by the Engineer. Additional requirements shall also consist 

of the following overall limits of deleterious substances in concrete: 

For substructure: 

a) Variation in cross-sectional 

dimensions 

b) Misplacement from specified position 

in plan 

TYPE 

1. (a) Structure with exposed inclined surface 

requiring low slump concrete to allow proper 

compaction 

: +10mm, -5mm 

: 10mm 

c) Variation of levels at the top : +10mm 

SLUMP 

(mm) 

(b) Plain cement concrete 25 

2. RCC structures with widely spaced 

reinforcements e.g. solid columns, piers, 

abutments, footings, well staining 

3. RCC structures with fair degree of congestion of 

reinforcement; e.g. pier and abutment caps, box 

culverts well curb, well cap, walls with thickness 

greater than 300 mm. 

4. RCC and PSC structures with highly congested 

reinforcement e.g. deck slab girders, box girders, 

walls with thickness less than 300 mm. 

5. Underwater concreting through tremie e.g. 

bottom plug, cast-in-situ piling 

25 

40 -50 

50-75 

75-125 

100-200



d) Variations of reduced levels of 

bearing areas 

e) Variations from plumb over full 

height 

f) Surface irregularities measured with 

3m straight edge 

: +5mm 

: +10mm 

All surfaces except bearing areas : 5mm 

Bearing areas : 3mm 

For substructure: 

Variation in thickness of top and 

bottom slab for box girders, top and 

bottom flange for T-girders or slabs 

: -5mm, +10mm 

b) Variations in web thickness : -5mm, +10mm 

c) Variations in overall depth or width : +5mm 

d) Variations in length overall and 

length between bearings 

e) Permissible surface irregularities 

when measured with a 3m straight 

edge or template 

Setting up of Field Laboratory by Contractor : 

: Shall not exceed 

+ 10mm or 

+0.1 percent of 

the span length, 

whichever is 

lesser 

: 5mm 

The Contractor shall set up a field laboratory of his own at work site 

which should be open for use and inspection by Engineer at any time.



The laboratory shall be equipped with necessary equipments to carry 

out the various tests such as sieve analysis, compression tests on cubes, 

slump test, workability test etc. On aggregate, cement, water and 

concrete required for ensuring the required quality and standard 

conforming to codal provision and special specifications. 

All the pressure gauges, machines, equipments and other measuring 

and testing equipments and other measuring and testing equipments of 

the laboratory shall be got checked/calibrated regularly as directed by 

the Engineer and the necessary certificates furnished to the Engineer by 

the Contractor. 

The Contractor shall render all reasonable assistance and help in 

making the checks and tests. All the equipments, machineries etc. shall 

be kept in good working conditions. 

The cost of setting up the laboratory, equipping the same, maintaining, 

conducting all tests on materials and cubes shall be borne by the 

Contractor. 

5.30.3 KEEPING RECORD 

Contractor shall maintain records in approved format as specified by 

the Engineer at site of work containing the following 

details/information. 

a) Daily receipt of cement and use of cement in various items; 

b) Time of starting of concrete work and closure;



c) Number of batches through mixer, source of water, water cement 

ratio; 

d) Testing of cubes and results; 

e) Dates of erection of work passing of formwork and striking of 

formwork. 

5.30.4 Mode of Measurement 

All concrete shall be measured net to the nearest centimeter subject to 

the following: 

a) Thickness of slabs, partitions etc. and sectional dimensions in 

case of posts, columns, beams and the raft shall be measured to 

the nearest half centimeter. Measurement shall be as per 

drawing. 

b) No deductions or additions shall be made on any account for 

following. 

i) For ends of dissimilar materials (for e.g. joints, beams, 

posts, girders, rafter, purlins, steps, corbels, upto 500 sq., 

each in section) 

ii) Openings upto 0.1 sq.metre each: 

iii) Joints of any kind (plain, rebated, locking tongue and 

groove etc.) 

iv) Small linear labours including, mouldings, chamfering, 

splays, rounded or curved angles, beds, grooves and 

rebates upto 10cm. width or 15cm in girth. 

v) Wall plates, the volume occupied by wall plates and the 

like upto 10 cm deep. 

vi) Incidental labor (e.g. stops, metres, returns, rounded 

ends, junctions, dishings) in connection with liner or super 

labour)



c) Volume occupied by reinforcement, water pipes, conduits upto 

25 sq.cm. shall not be deducted. 

d) Pilasters, buttresses, plinth, courses and similar projects beyond 

the general surfaces shall be measured and included with the 

wall. 

e) Length of roof beams shall be measured from face to face of 

columns and shall include haunches if any between the columns 

and beams. The depth of beams shall be measured form the 

bottom of the slab to the bottom of the slab to the bottom of the 

beam taking the floor or roof slab as running continuously 

over/below the beam. 

f) Columns shall be measured from the top of the column base to 

the top of the first floor slab and subsequently from top of floor 

slab to top of subsequent floor or roof slab above as the case 

may be. Measurement of chajjas shall be exclusive of bearing, 

where the chajja is combined with lintel, slab etc. the common 

portion shall be measured under respective item with which it is 

combined. 

5.30.5 The rates generally include for 

a) All removing by head or wheeling, hoisting, lowering, 

transporting required in order to convey concrete of any 

description, from the place of mixing to the actual place of 

incorporation in work. 

b) Keeping concrete well wetted for 28 days or as directed by 

Engineer, after depositing and necessary protection.



c) Small linear and incidental labour. 

d) The working up or hacking of concrete for the purpose of 

providing key to receive further plaster, finishing top surfaces to 

falls, roughening to suit other title finishes; finishing smooth and 

even with cement mortar (1:3) surfaces with neeru finish which 

are not to receive further finishes. 

e) All necessary centering and form work for plain and reinforced 

concrete. 

f) Work whether straight, or curved; 

g) Machine mixing of concrete of all RCC work especially controlled 

concrete, with weight batching facilities and use of vibrator for 

all reinforced and plain concrete work. 

h) Tests of materials/ingredients of controlled concrete work as per 

IS 456 (latest revision) 

i) Cube test for all concrete plain and reinforced at the discretion 

of Engineer, for controlled concrete, cube tests as prescribed in 

particular specifications for controlled concrete. 

j) Design of mix for controlled concrete work. 

k) Concreting the irregular pockets in foundation. 

l) Finishing of concrete ceiling and sides underside of beams, RCC 

pardis lintels, not in conjunctions with walls with cement plaster 

(1:3) not less than 6mm thick.



m) Columns and footings below G.I. shall be painted with two coats 

of bitumen. 

n) The rate shall include use of plasticizer, curing compound, 

Hackaid plast, chemical adhesives or bonding agents etc. 

wherever necessary as per directive of Engineer. 

o) The rate for concrete items shall be for lifting concrete from 

ground level only. The contractor shall keep this point in view 

while quoting the rates. 

p) Whenever concrete has been specified by strength as per the 

particular specification the cement content shall not be less than 

the specified. 

q) In all RCC work rates shall be exclusive of reinforcement (unless 

otherwise specified) which shall be paid for separately. 

r) The rates quoted for beams shall include for plinth beams, 

cantilevers, inverted cantilevers, pergola rib and sloping beams, 

gutter beams, etc. 

s) When columns and beams with different mixer, are specified, the 

rate shall include the extra cost involved to fill the columns with 

the specified mix at the junction of columns and beams. 

t) The rates quoted for columns shall be for columns of all shapes 

and sizes. 

u) Holes in RCC slabs, parapets, steps, walls etc., for rain water 

pipes, railing, plumbing pipes, spouts etc., shall be left at the 

time of casting concrete. Nothing extra shall be paid on this 

account. These holes will be made good after fixing the 

pipes/railing etc. for which nothing extra will be paid.



v) For exposed cement concrete (plain/reinforced) surfaces, only 

surface which are finally required to be maintained exposed as 

per Architectural drawings shall be measured and paid for. 

However, if one side of a concrete member is partly exposed and 

partly unexposed then the whole side will be treated as exposed. 

Rate quoted for this item shall be deemed to account for extra 

care required for making better shuttering for other unexposed 

concrete surfaces contiguous to surfaces required to be kept 

exposed. 

w) Groves shall be made as per drawing and design or as per 

Architect’s instructions in RCC member without any extra 

payment. No deduction will be made on concrete quantities for 

making such grooves. No extra payment shall also be made. 

x) Nothing extra shall be paid on any account for rounding off 

corners and ends of concrete members or for making throating 

or chamfering or edges where required unless otherwise 

specifically included as in item for RCC and shuttering work in 

the schedule. 

y) Starter column of 100mm in height shall be cast with 12mm 

(Maximum size) aggregate and 20% extra cement. No extra 

payment for casting of starter column will be made. 

z) The rate for PCC/RCC concrete work should also include cost of 

procurement and use of plasticizers as approved by Engineer, 

for achieving desired workability with w/c ratio and minimum 

cement content, slump etc., parameters specified in tender 

specifications of relevant items of works and taking into account 

of retardation of setting time if needed to avoid cold joints in 

superstructure elements.



6.0 FORMWORK 

6.1 DEFINITION: 


The term “Formwork” or “Shuttering” shall include all forms, moulds, 

sheeting, shuttering planks, waters, poles, posts, stores, struts and 

strutting, ties, uprights, wallings, steel rods, bolts, wedges and all other 

temporary supports to the concrete during the process of setting. 

6.2.1 All materials required for shuttering/formwork should preferably be 

steel only. All facing formwork to come in contact with concrete in 

different elements of the structure shall be of such materials and size as 

specified on drawings or as instructed by the Engineer. 

6.2.2 Steel facing formwork to come in contact with concrete for “Exposed 

Concrete Surface” shall consist of lab-jointed or tongue and grooved 

planks as directed by the Engineer and no joints shall permit leakage of 

mortar at all form cast-in-situ concrete. 

6.2.3 The materials for other backing and supporting formwork and their 

6.3 DESIGN: 

sizes shall be selected by the contractor and shall be subject to the 

approval of the Engineer. 

The formwork shall be designed and constructed so that the concrete 

can be properly placed and thoroughly compacted to obtain the 

required shape, position and level subject to specified tolerances. The 

contractor shall get approved the design, including the deflection check 

calculation, and drawings of formwork from the Engineer. The design 

of the formwork shall conform to ACI 347 & MORT&H-2001: 

Formwork for concrete or equivalent IS Codes. The deflection of



sheathing in direct contact with concrete and other formwork elements 

like wales, struts etc. shall not exceed 3mm under operating conditions, 

i.e. placing & vibrating concrete. The Contractor shall then prepare the 

actual size mock-up of the formwork for all typical structural elements, 

such a slabs and coping beams, footing, intersecting beams, beam and 

column junction etc., as a model to be preserved at site for the artisans 

to follow during the execution of works. This mock-up shall represent 

the exact procedure the contractor intends to follows, especially at and 

around the jointing of different structural members. The Contractor 

shall obtain approval of this mock-up formwork from the Engineer 

before procuring the materials for the rest of the formwork. It is the 

responsibility of the Contractor to obtain the results required by the 

Engineer, whether or not some of the work is sub-contracted. Approval 

of the proposed formwork by the Engineer will not diminish the 

Contractors responsibility for the satisfactory performance of the 

formwork, nor for the safety and co-ordination of all operations. 

6.4 FORMWORK FOR CONCRETE SURFACES : 

Formwork, unless indicated otherwise on drawings, or specifically 

approved by the Engineer in writing, shall generally be made with 

materials not less than the thickness mentioned below for different 

elements of the structure. 

6.4.1 Plain slab soffits, and sides of beams, girders, joists ribs and sides of 

walls, fins, parapets, pardis, sub-breakers etc. shall be made with: 

a) Steel plates not less than 5 mm thick of specified sizes stiffened 

with a suitable structural frame work, fabricated true to plane 

with a tolerance of +/- 2 mm within the plate.



6.4.2 Bottoms of beams, girders and ribs, and sides of columns shall be 

made with: a) Steel plates not less than 5 mm thick of specified sizes 

stiffened with a suitable structural fame, fabricated true to planes with a 

tolerance of +/- 2mm within the plate. 

6.5 ERECTION OF FORMWORK : 

The following shall apply to all formwork: 

6.5.1 To avoid delay and unnecessary rejection, the Contractor shall obtain 

the approval of the Engineer for the design of forms and the type of 

materials used before fabricating the forms. (Ref. ACI 347 Formwork 

for concrete of equivalent I.S. Code). 

6.5.2 All shutter planks and plates shall be adequately backed to the 

satisfaction of the Engineer by a sufficient number and size of walers or 

formwork to ensure rigidity during concreting. All shutters shall be 

adequately strutted, braced and propped to the satisfaction of the 

Engineer to prevent deflection under deadweight of concrete and 

superimposed live load of workmen, materials and plant, and to 

withstand vibration. 

6.6 Vertical props shall be supported on wedges or other measures shall be 

taken where the props can be gently lowered vertically during removal 

of the formwork. Props for an upper storey shall be placed directly 

over those in the storey immediately below, and the lower props shall 

bear on a sufficiently strong area. 

1. Care shall be taken that all formwork is set plumb and true to 

line and level or camber or batter where required and as 

specified by the Engineer.



2. Provisions shall be made for adjustment of supporting struts 

where necessary. When reinforcement passes through the 

formwork care should be taken to ensure close fitting joints 

against the steel bars so as to avoid loss of fines during the 

compaction of concrete. 

3. If the formwork is held together by bolts or wires, these shall be 

so fixed that no iron will be exposed on surfaces against which 

concrete is to be laid. In any case wires shall not be used with 

exposed concrete formwork. The Engineer may at his discretion 

allow the Contractor to use tie-bolts running through the 

concrete and the Contractor shall decide the location and size of 

such tie-bolts in consultation with Engineer. Holes left in the 

concrete by these tie-bolts shall be filled as specified by the 

Engineer at no extra cost. 

4. Provision shall be made in the shuttering for beams, columns, 

and walls for a port hole of convenient size so that al extraneous 

materials that may be collected could be removed just prior to 

concreting. 

5. Formwork shall be so arranged as to permit removal of forms 

without jarring the Concrete. Wedges, clamps and bolts shall be 

used wherever practicable instead of nails. 

The formwork for beams and slabs shall be so erected so that 

forms on the sides of the beams and the soffit of slabs can be 

removed without disturbing the beam bottoms and/or props 

under beams. 

6. Surfaces of forms in contract with concrete shall be oiled with a 

mould oil of approved quality. If required by the Engineer the 

contractor shall execute different parts of the work with different 

mould oils to enable the Engineer to select the most suitable oil.



The use of oil which results in blemishes on the surface of the 

concrete shall not be allowed. Oil shall be applied before 

reinforcement has been placed and care shall be taken that no 

oil comes in contract with the reinforcement while it is being 

placed in position. The formwork shall be kept thoroughly wet 

during concreting and for all the whole time that it is left in 

place. 

7. Immediately before concreting is commenced, the formwork 

shall be carefully examined to ensure the following: 

a. Removal of all dirt, shavings, sawdust and other refuse by 

brushing and washing 

b. The tightness of joints between panels of sheathing and 

between these and any hardened core. To prevent 

leakage of concrete slurry a thin layer of sponge shall be 

placed between all such joints and then tightened. 

c. The correct location of tie bars, bracing and spacers, and 

especially connections of bracing. 

d. That all wedges are secured and firm in position. 

e. That provision is made for human traffic on formwork not 

to bear directly on reinforcing steel. 

8. The Contractor shall obtain the Engineer’s approval for 

dimensional accuracy of the work and for the general 

arrangement of propping and bracing. (IS:3696 – Safety Code 

of Scaffoldings and Ladders, IS : 4014 Steel Tubular Scaffolding 

I & II). It is imperative that for scaffolding heights of 3.6 m and 

above only steel scaffolding be used with adequate bracings in 

horizontal and vertical planes, Bracings with bamboos will not 

be permitted.



The contractor shall be entirely responsible for the adequacy of 

propping, and for keeping the wedges and other locking 

arrangements undisturbed through the decentring period. 

It has to be noted that only steel props should be used. 

(IS: 8989 Safety code for erection of concrete framed structures) 

9. Formwork shall be continuously watched during the process of 

concreting. If during concreting any weakness develops and 

formwork shows any distress the work shall be stopped and 

immediately and remedial action shall be taken. 

6.7 EXPOSED CONCRETE WORK 

6.8 CAMBER : 

Exposed concrete surfaces shall be smooth and even originally as 

stripped without any finishing or rendering and the formwork-materials 

and workmanship, shall ensure this. Where directed by the Engineer, 

the surface shall be rubbed with carborundum stone immediately on 

striking the forms. The Contractor shall exercise special care and 

supervision of formwork and concreting to ensure that the cast 

members are made true to their sizes, shapes and positions and to 

produce the surface patterns desired. No honeycombing shall be 

allowed. Honeycombed parts of the concrete shall be removed by the 

Contractor as directed by the Engineer and fresh concrete placed 

without extra cost, as instructed by Engineer. All materials, sizes and 

layouts of formwork including the locations for their joints shall have 

prior approval of the Engineer or the Architect. 

Forms and falsework shall be generally cambered as indicated in the 

drawings or as instructed by the Engineer. However, for beam up to 

5m span and slabs upto 4m span camber is not normally required to 

be provided.



6.9 TOLERANCES : 

In accordance with IS:456 2000 and MORT&H section 1500. 

6.10 AGE OF CONCRETE FOR REMOVAL OF FORMWORK : 

The Engineer may vary the periods specified in IS:456-2000 if he 

considers it necessary. Immediately after the forms are removed, they 

shall be cleaned with a jet of water and a soft brush. 

6.11 STRIPPING OF FORMWORK: 

Formwork shall be removed carefully without jarring the concrete, and 

curing of the concrete shall be commenced immediately. Concrete 

surfaces to be exposed shall, where required by the Engineer, be 

rubbed down with carborundum stone to obtain a smooth and even 

finish. Where the concrete requires plastering or other finish later the 

concrete surface shall be immediately hacked lightly all over as directed 

by the Engineer. No extra charge will be allowed to the Contractor for 

such work on concrete surfaces after removal of forms. 

6.12 REUSE OF FORMS: 

The Contractor shall not be permitted reuse of timber facing formwork 

brought new on the works more than 5 times for exposed concrete 

formwork and 8 times for ordinary formwork. 5 or 8 uses shall be 

permitted only if forms are properly cared for, stored and repaired after 

each use. The Engineer may in his absolute discretion order rejection of 

any forms he considers unfit for use for a particular item, and order 

removal from the site of any forms he considers unfit for use in the 

works. Used forms brought on the site will be allowed proportionately 

fewer uses as decided by the Engineer. Use of different quality boards 

or the use of old and new boards in the same formwork shall not be 

allowed.



6.13 HACKING- OUT : 

Immediately after removal of forms, the concrete surface to be 

plastered shall be roughened with a bush-hammer or with chisel and 

hammer as directed by the Engineer to make the surfaces sufficiently 

coarse and rough to provide a key for plaster. 

7.0 APPROACH SLAB : 

7.1 General : 

Wearing coat shall be provided as indicated on the drawings. 

7.2 Approach Slab : 

Reinforced concrete approach slab covering the entire width of the 

roadway shall be provided as per details given on the drawing. The sub 

base for the approach slab shall be as shown on the drawings or as 

directed by the Engineer. 

7.3 MODE OF MEASUREMENT & ITEM TO INCLUDE : 

The measurement for wearing coat shall be measured in cubic meters. 

The contract unit rate for wearing coat is inclusive of all the cost of all 

materials including steel, labours, tools and plant and other costs for 

the satisfactory completion of the work as per the above specifications. 

8.0 APRON & PITCHING : 

8.1 APRON : 

8.1.1 Description : 

This work shall consist of laying boulders directly in wire, crates on the 

bed for protection against scour.



8.1.2 General : 

The stones used in apron shall be sound, hard, durable and fairly 

regular in shape. Stone subject to marked deterioration by water or 

weather shall not be used. The thickness and shape of apron shall be 

as indicated on the drawings. The surfaces on which the apron is to be 

laid shall be leveled and prepared for the length and width as shown 

on the drawings. 

8.1.3 Leaving boulder Apron : 

The size of stone shall be as large as possible. In no case and 

fragment shall weigh less than 40 kg. The specific gravity of stones 

shall be as high as possible and it shall not be less than 2.50. 

To ensure regular and orderly disposition of the full intended quantity 

of stone in the apron, template cross walls in dry masonry shall be built 

about a meter thick and to the full height of the specified thickness of 

the apron at intervals of 30 meter, all along the length and width of the 

apron. 

8.1.4 Leaving crates and Mattresses in the Apron : 

The crates shall be made from 5mm galvanised iron wire. The mesh of 

the crate shall not be more than 150 mm. 

Wire crates for shallow or accessible situations shall be 3 meter x 1.50 

meter x 1.25 meter in size. Where these have to be deposited so that 

there is a change of overturning, the care shall be divided into 1.50 

meter compartments by cross matting.



For deep or inaccessible situations, wire crates can be made smaller 

subject to the approval of the Engineer. 

Wire crates built in-situ, shall not be larger than 7.50 meter x 3 meter x 

0.60 meter, nor smaller than 2 meter x 1 meter x 0.30 meter. Sides of 

large crates shall be securely stayed at intervals of not more than 1.50 

meter to prevent bulging. 

The netting shall be made by fixing a row of spikes on a beam at a 

spacing equal to the mesh. The beam must be a little longer than the 

width of neeting required. The wire is to be cut to lengths about three 

times the length of the net required. 

Each piece is bent at the middle round one of the spikes and the 

weaving commenced from one corner. A double twist shall be carefully 

done by means of a strong iron bar, five half turns being given to the 

bar at each splits. 

The bottom and two ends of the grate or mattress shall be made at one 

time. The other two sides shall be made separately and shall be 

secured to the bottom and the ends by twisting adjacent wires together. 

The top shall be made separately and shall be fixed in the same 

manner as the sides after the crate of mattress has been filled. 

Wherever possible, crates shall be placed in position before filling with 

boulders. The crate shall be filled be carefully hand packing the 

boulders as tightly as possible and not by merely throwing in boulders.



8.2 PITCHING OF SLOPES : 

8.2.1 Description : 

8.2.2 General : 

This work shall consist of covering the slopes of guide banks training 

works and round embankment with stones boulders or bricks over a 

layer of granular materials called filler. 

The pitching shall be provided as indicated on the drawings. Stones 

subject to marks of deterioration by water or weather will not be 

accepted. 

The stone shall be sound, hard, durable and fairly regular in shape. 

The largest stones procurable shall be supplied, and in no case shall 

nay fragment weight less than 4kg. Unless otherwise permitted by the 

Engineer. The sizes of spalls shall be minimum 25mm and shall be 

suitable to fill the voids in the pitching. 

To drain off the seepage water and to prevent erosion of the bank 

material, one or more layers of graded materials, commonly known as 

a filter medium shall be provided underneath the pitching. The material 

for the filter shall consist of round gravel, sound or brick ballast and 

coarse sand. For a single layer filter the compacted thickness of the 

filter shall not be less than 159 mm. For a multi-layer filter, the 

compacted thickness of each layer of filter material shall not be less 

than 115mm. 

The gradation of the filter material to satisfy the following requirements.



8.2.3 Requirement of filter material: 

NOTE: 

1. D15 of filter/D15 

of Base material 

2. D15 of filter/D85 

of base material 

– 5 to 40, provided that the filter 

dose not contain more than 5% of 

material filter than 0.075mm. 

- 5 or less 

3. The grain-size curve of the filter should be roughly parallel to 

that of the base material. 

Filter may not be required if embankment consists of CH or CH soils 

with liquid limit grater than 30, resistant to surface erosion. If a layer of 

material is used in this case as bedding for pitching, it shall be well 

graded and its D85 size shall be at least twice the maximum void size 

in the pitching. 

1. In the forgoing, D15 means the size of the sieve that allows 15% 

by weight of the filter material to pass through it, and similar is 

the meaning of D 85. 

2. If more than one filter layer is required, the same requirement as 

given above shall be followed. 

3. The finer filter shall be considered as the base material for 

selection of gradation of the coarser filter. 

4. The filter material shall be suitable complete to a firm condition. 

8.2.4 Construction Operations: 

Before laying the pitching the sides of banks shall be trimmed to the 

required slope and profiles put up by means of line and page at



interval of 3 meters to ensure regular straight work and an uniform 

slope throughout. Depressions shall be filled and thoroughly 

compacted. 

The filter granular material shall be laid over the prepared base and 

suitable compacted to a thickness of 150 mm or as specified on the 

drawings. 

The lowest course of pitching shall be started from the toe wall and 

built up in courses upward. The toe walls shall be in dry rubble 

masonry (uncoursed) conforming to clauses in case of dry rubble 

pitching and shall be in brick work in cement mortar 1:4 in case of 

brick pitching. 

The stone pitching shall commence in a trench below the toe of slope. 

Stone shall be placed by derrick or by hand to the required length, 

thickness and depth conforming to the drawings. Stones shall be set 

normal to the slope, and placed so that the largest dimension is 

perpendicular to the face of the slope, unless such dimension is greater 

than the specified thickness of pitching. The largest stones shall be 

placed in the bottom courses and for use as headers for subsequent 

courses. 

When full depth of pitching can be formed with a single stone, the 

stones shall be laid breaking joints and all interstices between adjacent 

stones shall be filled in with spalls of the proper size and wedged in 

with hummers to ensure right packing. 

When two or more layers of stone must be laid to obtain the design 

thickness of pitching, dry masonry shall be used and stones shall be 

well bonded. 

Where bricks are to be used, same shall be laid on the prepared base 

in one or more layers as specified. When more than one layer is to be 

adopted, adjacent layers shall be properly bonded by means of



sufficient number of pin headers, extending from one layer to the other. 

The bond used in laying shall be directed by the Engineer. 

9.0 WEEP HOLE 

Weep holes shall be provided in solid plain concrete/reinforced 

concrete, brick/stone masonry, abutment, wing wall and return walls as 

shown on the drawing or directed by the Engineer to drive moisture 

from the back filling. Weep holes shall be provided with 110mm dia 

HDPE pipes for structures in plain/reinforced concrete or brick 

masonry. In case of stone masonry, weep holes shall be 80mm wide, 

150mm high or circular with 150mm diameter. Weep holes shall 

extend through the full width of concrete/masonry with slope of about 1 

vertical : 20 horizontal towards the draining face. The spacing of weep 

holes shall generally be 1m. in either direction or as shown in the 

drawing with the lowest at about 150mm above the low water level or 

ground level whichever is higher or as directed by the Engineer. 

10.0 Providing & Fixing galvanized iron 150mm (about 6”) diameter water 

10.1 General: 

spouts as per drawings. 

The item refers to the provision of 150mm (about 6”) diameter 

galvanized iron pipe water spouts as detailed on the drawings for the 

draining of water from over the bridge without falling the masonry or 

concrete of decking or piers, by suitably taking water spouts sufficiently 

down. 


150mm (about 6”) diameter galvanized iron pipe of required length as 

indicated on the drawings.




The galvanized iron 150mm (about 6”) diameter pipe shall be cut to 

the length and shape indicated on the drawings and shall be suitably 

fixed in the masonry or form-work of concrete symmetrically at 6m 

(about 20’) center to center or at other intervals or places as directed by 

the Engineer while the masonry is being laid or concreting of the slab is 

taken up. These pipes should be placed symmetrically to the span i.e. 

at half point or at 1/3 points or at ¼ points. The pipe shall be suitably 

embedded in the masonry or concrete while masonry or concrete is 

being laid and not after laying. The inside end of the pipe shall be 

neatly shaped and finished to fit in the surface of masonry or concrete 

without any projection so as to provide smooth and unobstructed 

passage for the water to enter. 


The cost of pipes, other materials, fastenings, labour, use of tools etc. 

and operations required to complete the item satisfactorily. 


The contract rate for the water spouts shall be for one number of the 

water spout. The water spouts shall be measured for their numbers 

provided on the bridge. 

11.0 Providing & Fixing 50mm Dia. PVC pipe with required length including 

whole assembly & fitting: 

11.1 Scope of work, item to include: 

i) Pipes of respective diameter, fitting, cement mortar, cement 

concrete and necessary fixtures. 

ii) All necessary labour, materials and use of tools.



11.2 Mode of Measurement and Payment : 

The contract rate shall for one meter or part thereof pipe actually 

laid. The measurement shall be over all the fittings along with the 

centre line from end to end. 

12.0 REINFORCEMENT: 

12.1 STEEL: 

Mild steel, round shall conform to IS :431. TMT/HYSD bars shall 

conform to IS: 1786, hard drawn steel wire fabric shall conform to 

IS:1566-1877, or rolled steel made from structural steel conforming 

to IS: 226. Any other steel specific for reinforcement shall conform in 

every respect to the latest relevant Indian Standard Specifications 

and shall be of tested quality under the I.S.I. certifications scheme. 

All reinforcing work for concrete work shall be executed in 

conforming with the drawings supplied and instructions given by the 

Engineer and shall generally be carried out in accordance with the 

relevant Indian Standard Specifications IS:2502. 

12.2 Inspection and Testing: 

12.3 Lapping: 

Every bar shall be inspected before assembling on the works and 

any defective brittle, excessively rusted or burnt bars shall be 

removed. Cracked ends of bars shall be cut out. Specimens sufficient 

for three Tehsile Tests per 10 tonnes of bars and for each different 

size shall be sampled and tested by the Contractor, batches shall be 

rejected if the average results of each batch are not in accordance 

with specifications. 

As far as possible bars of the maximum length available shall be



used. Laps shown in the drawings or otherwise specified by the 

Engineer will be based on the use of bars of maximum length. In 

case the Contractor wishes to use shorter bars, laps shall be 

provided at the Contractor's cost in the manner and locations 


As and when necessary welded laps shall be provided as specified 

by the Engineer. No extra payment shall be made for welding the 

joints. 

12.4 Mode of Measurement : 

Actual length of a steel reinforcement provided in the work will be 

measured & weight of steel reinforcement will be calculated on the 

basis of standard weight per Rmt of each diameter & will paid 

accordingly. 

13.0 Providing and applying cement polymer composite coating 

anti corrosive treatment to TMT steel bar reinforcement as 

per cement polymer composite coating treatment developed 

by CECRI including cleaning the bar by means of any 

established mechanical or manual method for removing the 

rust and deleterious matter applying rapid setting primer 

and cement polymer sealing coat of approved and licensed 

by CECRI. All accessories, labour and materials required, 

loading, unloading, stacking as required and giving the 

anticorrosive treatment using chemicals (CPC) method etc 

complete, as directed by Engineer. 

13.1 GENERAL: 

The Standard covers the code of practice for corrosion protection of 

reinforcing steel using cement polymer composite coating system. In 

this preparation, assistance has been derived from the following:



13.2 Scope: 

a) ASTM A775/A775M-94 standard specification for Epoxy-coated 

reinforcing steel bars. 

b) Test methods specified by Central Electro-chemical Research 

Institute, Karaikudi-630 006. 

This practice covers the various test procedures required to ensure the 

quality of the coated product. 

13.2.1 This specification covers the code of practice for cement-polymer 

composite coating system which shall be applicable to reinforcing bars 

conforming to BIS:432 (Part 1): 1982- Specification for mild steel and 

medium tensile steel bars and hard drawn steel wire for concrete 

reinforcement- Part I Mild Steel and Medium Tensile Steel Bars. 

BIS:432 (Part 2): 1982-Specification for mild steel and medium tensile 

steel bars and hard drawn steel wire for concrete reinforcement – Part 

2 Hard – drawn steel. 

BIS:1139:1966-Specification for hot-rolled mils steel, medium tensile 

steel and high yield strength steel deformed bars for concrete 

reinforcements. 

13.2.2 This standard specifies the recommended practice for surface 

preparation, method of application, testing, inspection; handling and 

stacking of coated reinforcing bars.



13.3 METHOD OF APPLICATION OF COATING SYSTEM 

The application of the cement polymer composite coating system 

compresses the following sequence:- 

Surface Preparation 

The surface of the steel reinforcing bars to be coated shall be cleaned 

by abrasive (dry sand) blast cleaning to the near-white metal in 

accordance with SPC-SP10/NACE No.2-1994. It includes the following 

procedures. 

(a) Prior to blast cleaning visible deposits or oil or grease shall be 

removed by suitable cleaning method. 

(b) Clean dry compressed air shall be used for nozzle blasting. 

(c) Dry uniformly graded silica sand shall be used for blast cleaning 

which should be free from contaminants. 

(d) Suitable arrangements shall be made in the sand blasting unit to 

suit automation. 

(e) During the operation, the pressure at the nozzle shall be regulated 

as per the supplier’s specification. 

(f) Dust and residues shall be removed from prepared surface by 

brushing, blowing off with clean, dry air, vacuum cleaning or other 

methods. 

(g) Any visible rust that forms on the surface of the steel after blast 

cleaning shall be removed by reblasting the rusted areas before 

coating.



(h) The prepared surface shall meet the visible standards of 

comparisons as in SSPC-VIS 1 or SSPC-VIS2. 

13.4 Application of coating: 

13.4.1 The coating shall be applied to the cleaned surface as soon as after 

cleaning, and before oxidation of the surface discernible to the inaided 

eye occurs. However, the application of the coating shall not be 

delayed more than 4 hrs after cleaning. 

13.4.2 A rapid setting primer shall be applied over the prepared surface of the 

reinforcing steel either by brushing or dipping. 

13.4.3 After 30 minutes of application of the primer a cement polymer sealing 

coat shall applied either by brushing or dipping. 

13.4.4 The coated rods shall be handed after 6 hrs. 

14.0 SPECIFICATION FOR PROVIDING ANTI CORROSIVE TREATMENT TO 

M.S. OR TMT REINFORCEMENT BARS WITH CEMENT POLYMER 

COMPOSITE COATING SYSTEM (CPCC) 

14.1 REQUIREMENS OF THE COATED BARS 

The coated reinforcement rods of cement polymer composite coating 

system shall meet the following requirements:- 

(a) Thickness of the coating : 

a) After curing the minimum dry film thickness of the coated rods 

shall not be less than 150 + 25 microns. 

b) Measurements shall be made using commercially available 

coating thickness meter which should be specifically suitable for 

curved surfaces.



c) The minimum dry film thickness should be ensured atleast on 

five deformations/ribs over each one metre length of the coated 

rod. 

d) The thickness of the coating shall also be measured on the 

straight length of the bar between the ribs and that also shall not 

be less than 150 + 25 microns. 

(b) Continuities of the coating: 

The coated rod when visually examined should be fairly uniform in 

thickness and should be devoid of any defects such as cracks, peeling, 

bulging etc. No surface area should be left uncoated. No rust spot 

should be visible with the unaided eye. 

(c) Adhesion of coating: 

The adhesion of the coating shall be evaluated by mandrel bend test. 

The coated rods shall be bent around a mandrel through 1800 as per 

the test procedure-A given in the test procedure. When visually 

examined with unaided eye there shall not be any cracking or 

disbanding at the outside radius of the bent bar. 

(d) Relative bond strength: 

The relative bond strength of the coated/uncoated bars shall be 

evaluated by conducting pullout test (three cured coated bars and three 

uncoated bars) as per the procedure given in BIS 2770-Part I methods 

of testing bonds in Reinforced Concrete Part I - Pullout test (1967). 

The average bond strength at 0.25mm slip for coated bar shall not be 

less than of the uncoated bar.



(e) Resistance to applied voltage test: 

The resistance of the coating against chloride permeation and the film 

integrity on the rod shall be tested by conducting 2V- Impressed voltage 

test as per the test procedure – B given in the test procedure. At the end 

of 1 hour, there shall not be any evaluation of hydrogen gas at the 

cathode or appearance of corrosion products of iron at the anode. 

(f) Abrasion resistance: 

The Abrasion Resistance of the coating by labour abrasion should not 

be more than 100 mgn/1000 cycles using CS 10 wheel under 1 kg 

load per wheel (As per test procedure C). 

(g) Tolerable limit for chloride 

Tolerable limit for chloride in 0.0.1 N NaOH medium using anodic 

polarisation technique shall be 10.000 PPM (As per test procedure D). 

(h) Chemical resistance of coating: 

The chemical resistance of the coated bar shall be evaluated as per the 

test procedure- E by partially keeping the coated rods immersed in the 

following four environments for 45 days. 

a) 3M NaOH 

b) 3m CaCI 2 

c) Saturated Ca(OH) 2 

d) Distilled water 

At the end of the test period, when visually examined there shall not be 

any blistering, softening or peeling on the coated rods.



(i) Impact Resistance of the Coating: 

The resistance of the coated rebar to mechanical, damage shall be 

assessed by standard falling weight test as per the test procedure-F with 

an impact force of 9Nm. No shattering, cracking or bond-loss of the 

coating shall be observed except at the impact area. 

(j) Acceptance/inspection: 

The coated rods shall be not meet the requirements of the above 

specification shall be rejected. 

The manufacturer of the coated rebar, shall submit a certificate from an 

appropriate testing agency that the coated rebars meet the 

requirements of the specification. 

14.2 QUALITY CONTROL MEASURES TO BE TAKEN AT SITE 

1) The application steps are to be supervised strictly as per the 

specification. 

2) Sand-blasting of the surface of reinforcement steel is to be 

done as per the surface preparation mentioned in 

application system. 

3) Primer coat and sealing coat are to be applied by brush, or 

by spraying or by dipping under supervision. 

4) Coating thickness of the finished bar can be checked 

frequently by per types alcometer. 

5) The 2 V Impressed Current Test (ASTM A-775/775/5M- 

90) is to be taken randomly at site laboratory (every 15 

days). It is the most critical test for finished product.



6) The coated bars bending test can be observed frequently at 

site. 

14.3 GUIDELINES FOR HANDLING, STACKING AND TRANSPORTING OF 

14.4 STACKING: 

COATED REINFORCING BARS 

The durability of the coated rebars is related to the coating quality. The 

more damage to the coating is more prone to corrosion. Good, job 

site practices can minimize the coating damage. For this reason, 

standards from ASTM, JSC, NACE(USA) have laid down specific 

procedures for stacking and transporting coated bars. Some important 

guidelines are referred here. 

i) It is preferable to store the coated bars on buffer material placed 

at suitable intervals instead of placing them directly on the 

ground. 

ii) It is not desirable to store coated bars by piling them on top of 

one another they are to be stored by piling buffer materials such 

as wood, rubber, jute sacks etc., should be used to separate the 

layers. However, the number of layers allowed shall be limited 

to a maximum of five. 

iii) The coated rods shall be stored in yard. 

iv) If any damage had occur during stacking it should be repaired 

immediately by the same coating formulation before any rusting 

occur.



14.5 HANDLING AND TRANSPORTATION: 

i) The coated bars shall be securely bound together using a buffer 

material (padding) and it is desirable that the bent bars shall 

supplied with some canny cover. 

ii) When loading and unloading of bundles of coated bars, it shall 

be preferable lift them with a strong back, spreader bar multiple 

supports etc. To avoid external bending nylon slings at 2 or 3 

points shall be used. 

iii) The bundles of bars shall not be dropped. 

iv) If damage had occurred to the coating during transportation it 

must be repaired before rusting occurs. 

14.6 SPECIFICATIONS FOR PATCH REPAIRING OF COATING DAMAGES 

a) Coating repair is required when peeling off and other damages 

occur during fabrication or handling. 

b) The patch repair shall be done at site using the same coating 

material as per manufacturer’s recommendations. 

c) It is essential to ensure a minimum coating thickness of 150 

microns at all the repaired portions before embedding in 

concrete. 

14.7 SPECIFICATION FOR CUTTING, BENDING AND WELDING OF 

COATED REBARS AT FIELD. 

i) It is desirable that the coated rods shall be bent gradually. 

ii) In the field, the cut and welded portions of the coated rebars 

shall be repaired by the same formulations.



iii) The cut ends of the coated rebars shall be repaired by the same 

formulation. 

iv) It is advisable that the binding wires shall also be coated by the 

same formulation. 

14.8 SAFETY PRECAUTIONS AND GUIDELINES 

To be followed during the preparation and application of the cement 

polymer composite coating (A know how released by CECRI). 

(i) A solvent resistant hand gloves must be used during the 

handling of chemicals. 

(ii) Face masks should be worn during the preparation and 

application. 

(iii) Other safety measures should be adopted for the persons 

handling solvents, chemicals, finished products and during 

application. 

(iv) Closed sand blasting unit shall be used to avoid dust spreading. 

(v) Aprons should be made preferably from plastics and rubber 

must be used. 

(vi) The containers containing chemicals and finished products shall 

be properly sealed. 

(vii) Adequate safety measures should be adopted for field 

operations. 

(viii) In general, all the safety measures should be followed as per 

Industrial safety regulations.



14.9 SPECIFICATION FOR THE COATED REBARS 

Specifications: 

1) Bond strength 

Name of process Cement-polymer composite coating system for the 

corrosion protection of reinforcing and prestressing steels. 

(The bend strength of the coated rebar 

in 7 days cured M20 concrete). 

2) Flexibility of the coating (The flexibility 

of the coated rebar under mandrel 

test). 

: 1.2 N/mm² 

: Not affected 

3) Thickness of the coating : 150 + 25 Microns 

4) Hardness of the coating (Pencil 

Hardness) 

: Passed 7 H 

5) Salt spray test : Passed 1000 Hrs. 

6) Impressed voltage test : Passed 1 hour critical test. 

7) Resistance to sulphate : 10,000 PPM. 

8) Resistance to chloride (by anodic 

polarisation test) 

: 10,000 PPM. 

9) Shelf life of the coated bars : 6 months



10) Resistance to UV Rays (As per ASTM D 

4060/84) using CS10 wheel 1 kg. 

load for 1000 cycles. 

11) Stress corrosion cracking test (As per 

FIP 200 hrs. test in 20% NH4CN 

solution) 

14.10 Tests for CPCC: 

14.10.1 Test procedure A: 

: Weight loss 70mg 

Allowable weight –loss 

100mg 

: Passes 

Determination of Adhesion of the Coating: 

Adhesion of the coating is to be tested as per ASTM A775/775 M 94 d. 

10mm dia coated rods of length 1m shall be used in this test. The 

coated rods shall be padded with sponge and bent to 180 0 around a 

75mm diameter mandrel. The bending shall be done at an uniform 

rate and not suddenly. No cracking of the coating shall be visible to the 

unaided eye on the outside radius of the bar. If the test is to be 

conducted on other than 10mm diameter rod, then the diameter of the 

mandrel has to be changed accordingly as tabulated below. 

14.10.2 Test Procedure B: 

Diameter of the Rod (mm) Diameter of the mandrel (mm) 

8mm and 10mm 75 

Applied Voltage Test: 

16 100 

25 200 

32 250 

Two identical coated bars of same size and length shall be used in the 

test. 14mm gauge copper wire shall be soldered on soldered on the



one end of the each bar. The other end of the bars shall be sealed with 

an insulating material to a length of 2.5 cm. The exposed area on 

which test is to be conducted shall not be less than 240cm 2 . If 10mm 

dia rods are used then the length exposed shall not be less than 80cm. 

A non-conductive plastic container of size not less than 150 x 150mm x 

850mm is filled with 7% NaCl solution (70 gms/litre) up to the height 

of 800mm. The coated rebars shall be suspended vertically so as to 

have a clearance of 25mm from the bottom, 40mm from the sides and 

40mm in between the rods. A potential of 2 V in between the coated 

rods shall be impressed for a period of 60 minutes using suitable DC 

power source. The voltage and current shall be measured by using a 

high resistance voltmeter having an internal resistance of not less than 

10 Mega Ohms and having a range upto 5 V (minimum). Storage 

batteries may also be used for impressing the voltage. 

During this 60 minutes of testing, there shall not be any coating failure 

as evidenced by evolution of hydrogen gas at the cathode or by 

appearance of corrosion production of iron at the anode. 

14.10.3 Test Procedure C: 

Determination of Abrasion Resistance of the Coating: 

Test shall be conducted as per ASTM D4060 using Taber abraser using 

CS-10 wheel under 1kg. load per wheel. Abrasion resistance of the 

coating shall be conducted on panel of size 100mm x 100mm in which 

8mm dia. hole shall be drilled. The panel shall be coated as per 

specified procedure. After curing, thickness of the coating shall be 

measured in several locations along the path to be abraded. The initial 

weight of the panel shall be measured to the nearest 0.1mg. Then the 

coated panel shall be mounted on the turn table. The abrading heads



shall be placed on the panel and the vacuum pick up nozzle kept in 

position. The counter shall be set in position. The vacuum, pick up and 

turn table of the abrader shall be fixed for 1000 cycles. After 1000 

cycles loose abradings remaining on the test specimen shall be 

measured for finding the loss in weight. The weight loss shall not 

exceed 100mg. The test shall be conducted on duplicate specimens. 

14.10.4 Test Procedure D: 

Chloride Tolerable Limit: 

10mm dia. cement polymer coated rod of length 10cm shall be used. 

Bottom edge of the coated rod shall be sealed using lacquer. Then test 

specimen is kept immersed in 0.04 N NaOH + 10,000 ppm chloride 

and potential is monitored using high impedance Multimeter against 

suitable reference electrode such as saturated calomel electrode. After 

getting stabilized potential, using appropriate current regulator (0- 

100mA), the test specimen is anodically polarized at a constant current 

density of 290 uA/cm2 using a platinum/stainless steel/TSIA/Polished 

mild steel as cathode. Potential with time is followed for 5 minutes. At 

the end of 5 minutes, no rust spots shall be observed on the coated 

rod. 

14.10.5 Test Procedure E: 

Chemical Resistance of the Coating: 

The coated rods (any diameter) of length 30cm shall be used in this 

test. The bottom edge of the coated rods are to be sealed using 

lacquer. Transparent PVC cylindrical container shall be used. 3M 

CaC123M NaOH, Saturated Ca (OH) 2 and distilled water are prepared 

as individual test solution and filled in the separate container up to the 

half of its height. Then the coated rods are kept partially immersed in 

the test solution so that they are in long term contact with both the 

liquid and vapor phase of the test solution. The test shall be conducted 

for 45 days. The coating should not blister, soften or disband during 

this period.



14.10.6 Test Procedure F: 

Impact Resistance of the Coating: 

The resistance of a cement polymer coated reinforcing bar to 

mechanical damage shall be determined by the failing weight test. A 

test apparatus similar to the described in test method G14 of the ASTM 

standard shall be used. Impact shall occur on the low lying areas of the 

coated bar, that is between deformation and ridges. The test shall be 

performed at room temperature. With an impact force of 9NM, no 

shattering, cracking or disbondment of the coating shall occur except at 

the impact area, that is, area permanently performed by the tup. 

Reference documents: 

a) ASTM G8-90 Standard Test methods for cathodic disbanding of 

pipeline coatings (method A). 

b) ASTM G20-88 Standard Test method for chemical resistance of 

pipeline coating. 

c) ASTM G12-83 Standard Test method for non-destructive 

measurement of film thickness of pipeline coating on steel. 

d) ASTM D-4060-90 Standard Test method for abrasion resistance 

of organic coatings by the Taber abraser. 

e) ASTM G14-88 Standard Test method for impact resistance of 

pipeline coating (Falling-weight test) 

f) BIS 2770- Part 1: 1967 – Methods of Testing bond in Reinforced 

Concrete Part 1- Pullout Test (1967).



g) SSPC-SP10/NACE No.2-1994 Near white blast cleaning. 

h) SSPC VIS 2- Guide to standard method of evaluating degree of 

rusting on painted steel surface. 

i) SSPC SP COM-Surface preparation specifications. 

15.0 Coal Tar Epoxy Painting/Polymer Synthetic Elastomeric Coating cum 

Paint. 

15.1 General: 

The item shall be carried out in conformity to item description in 

Schedule ‘A’. 


15.3 Brushes: 

Paints shall confirm to relevant IS codes. All paints shall be mixed and 

stirred thoroughly in proportion as per manufacturers specification with 

a clean stick before use. While being use the paint shall be stirred often 

to keep the pigment in uniform suspension. Sample colour boards shall 

be prepared by the contractor and got approved by the Engineer 

before painting is started. 

Unless other methods of application like spraying are specified, paint 

shall be applied with brushes. All brushes shall be round or oval 

shaped.



15.4 Containers: 

15.5 Scaffolding: 

15.6 Cleaning: 

The paint while being applied shall be kept in shallow pans and not in 

deep cans and must be kept well stirred. All paint cans must be cleaned 

out at the end of each day’s work. 

Sturdy scaffolding as necessary shall be provided. Paint workers must 

be warned to avoid getting smeared with the paint and all safety 

measures shall be provided. 

Cleaning operations shall precede painting. The work shall be carried 

out in such a manner that dirt and matter removed by the cleaning will 

not come in contact with freshly applied paint. The method of 

preparing the surfaces for painting shall be as per manufacturers 

recommendations. 

15.7 Application: 

Preferably painting shall be done immediately, after cleaning on the 

same day. Paints shall be mixed and applied strictly as per the 

manufacturers recommendations. Paints shall not be applied when the 

air is misty or atmospheric conditions are such as in the opinion of 

Engineer, the conditions are otherwise unsatisfactory for the work. It 

shall not be applied upon dump and moist surfaces. Paint shall be 

worked into all crevices and corners where possible and surfaces not 

accessible to brushes shall be painted by sheep skin or any other 

method approved by the Engineer. Painting shall be done in a neat 

and workmanlike manner. Paint shall be applied in specified coats as 

per the manufacturing recommendations so as to produce a uniform 

even coating over the entire surface, free from streaks, pitting, wrinkles 

or other irregularities.



The number of priming and finishing coats shall be as specified for the 

particular item. Sufficient time shall be allowed for one coat of paint to 

dry before the next is applied. Boars indicating “Wet Paint” shall be put 

up wherever necessary. 


The rate for the item shall include all labour, materials and use of tools 

necessary to carry out the work: 

1) Supply of specified approved paints for priming and finishing 

coats. 

2) Preparing the surfaces. 

3) Scaffolding including its erection and dismantling. 

4) Application of primer coat if specified. 

5) Application of specified numbers of coats. 

6) Protecting the painted surface till dry. 

7) Testing of material as per relevant IS codes. 

15.9 Mode of Measurement and Payment: 

The contract rate shall be per unit of one square metre of painted 

surface. The liner dimensions shall be measured correct upto cm. The 

corners shall be worked out connect to two places of decimal of square 

metre. 

16.0 Providing Expansion Joints as per detailed drawings. 

16.1 General: 

The item provides for the expansion joints in the cement concrete of 

wearing course. 

16.2 Material: 

The joint requires a copper plate and the bituminous filling material.



The width of joint shall correspond to the space between the ends of 

the slabs. 

For the expansion joint the copper plate shall be of 1.63 mm (16 

gauge) thickness with a width of 30 cm (about 12”). 

The bituminous filler shall be as under: 

1) Poured joint filler: 

The poured joint filler shall be composed of the following 

ingredients: 

Clean fine sand : 55 percent 

Bitumen S.35 grade of I.S. 73-1961 : 40 percent 

Asbestos Fibre : 5 percent 

The sand and the bitumen shall be heated separately to the 

temperature of 163 0 C (about 325 0 F). Both sand and bitumen 

shall be mixed intimately after heating. To this shall be added 

asbestos fibre and the whole mixed thoroughly. While hot, the 

mixture shall be poured into the clean dry joint and allowed to 

thicken. The mixture shall be laid slightly poured and if found to 

be very high, the surplus shall be removed by heated knife or 

trowel. 

When propriety product from the market is to be used, it shall 

conform to I.S. 1834-1961. 

2) Pre-moulded joint filler: 

The joint filler shall be composed of the following ingredients: 

Clean fine sand : 60 percent 

Bitumen S.35 grade of I.S. 72-1961 : 30 percent 

Cement : 8 percent 

Chopped Hemp : 2 percent



The sand shall be heated in a flat pan to a temperature of 1770C (about 3500F). The bitumen shall be separately heated to a 

temperature of 1630C (about 3250F). The requisite quantity of bitumen 

shall be added to the heated sand and stirred well. The required 

quantity of cement and chopped hemp shall be added and the whole 

mixed intimately. All the materials shall be measured by weight. The 

mixture shall be then poured into moulds and allowed to cool. Width of 

the moulds shall be such as to fill the U of the copper plate and remain 

about 25mm. below the top of the slab. When proprietary product from 

the market is to be used it shall conform to I.S. 1838-1961. 


The copper plate shall be bent and shown on the drawings and shall 

be laid over the R.C.C. deck-slab with its U in the gap in between 

adjacent deck-slabs. The wearing coat concrete shall then be laid 

leaving requisite width of the joint in between the two wearing coat- 

slabs. If full width of bridge is not obtained in one piece of the copper 

plate, pieces of copper plates shall be brazed together to obtain the 

requisite width i.e. the width of the bridge. When the slabs are cured 

and are to be opened to traffic, all the dirt, mud etc. accumulated in 

the joints during the process of curing of the slabs shall be raked out, 

cleaned and washed before filling in the bituminous filler. The joint 

between the two wearing course slabs and the U of the copper plate 

shall then be filled with the bituminous filler. 

In case it is so ordered by the Engineer, the joints shall be formed of 

pre-moulded joint filler and in such a case, this pre-moulded joint filler 

shall be placed in the joint immediately before taking up the concreting 

of the adjoining slab of the wearing coarse. These pre-moulded joint 

fillers shall fit the U of the copper plates also and remain about 25mm. 

below the top of the slab. This gap shall be filled with poured joint 

filler.



16.4 Rate to Include: 

1) Copper plate, its bending, soldering, fixing in position and filling 

joint with the bituminous filler, pre-moulded and or poured. 

2) All labour, materials, use of equipment required for satisfactory 

completion of the item. 


The contract rate shall be for one square metre of the deck slab joint as 

provided in the tender. The linear measurement of the joint shall be 

recorded correct upto 2 places of decimals of a metre. 

17.0 Demarcation of the Plots/Road/bridge by traverse survey, with one 

second theodolite. Taking angles & distance at turning points including 

transfer of co-ordinate from known pontto survey area and as directed 

by Engineer taking ground level on the alignment. 

On receipt of the Work Order, the Contractor should start survey 

immediately for finalization of alignment and preparation of 

Construction Drawings. 

The Contractor will demarcate the exact alignment of the Road/Bridge 

as per the guidelines furnished to him by the Engineer by stout pegs not 

apart than about 30 m c/c. and mark the changes on the pegs. 

Additional and distinctive pegs will be driven at all deviation points. 

The alignment, after demarcation, will be inspected -and approved by 

the Engineer and modification as directed will be given effect to. After 

final approval, the Contractor should take levels along the alignment at



10m c/c and also at salient points. Similarly, the Contractor shall take 

4 levels (2.5 Mtrs. And 5 Mtrs.) on each side of level points as directed 

by Engineer. The deviation angles shall be measured by a theodolite. 

Structures, large trees, if any, etc. in the corridor under survey shall be 

accurately noted. Based on this information, the Contractor shall 

prepare drawings with scale: 

Horizontal I: 1000, Vertical: 100 or as directed. 

The Contractor shall submit 6 copies of the drawings to the Engineer. 

The Engineer will return two copies showing thereon all details required 

for execution of the work as 'CONSTRUCTION' drawing. On 

completion of work, the Contractor shall incorporate change on the 

original drawing, if done during execution of work, and hand over 

original tracing and two copies of the same AS-BUILT DRA WINGS to 

the Engineer. 

All the work described above shall be paid in the item provided in BOQ 

on running kilometer basis measured along the alignment of water 

main. 

18.0 Providing Dry Stone Pitching 23 cm. Thick. 

18.1 General: 

18.2 Material: 

The item provides for dry rubble stone pitching 23 cm (about 9”) thick 

for the bank work. 

The rubble stones for pitching shall be sound, hard and durable and 

fairly regular in shape. The depth of the stone shall be about equal to 

the specified thickness of pitching of stone shall generally be not less



than 9.9 liters (about 1/3 cu.ft.) or other size ordered by the engineer 

having, regard to the nature of the stones being quarried. The smaller 

size stone required extent and they shall not be used in two or more 

thickness as a substitute for the stone of full thickness. 

18.3 Preparation of the Base: 

The slopes of the bank shall be made up with murum and trimmed to 

the required slope and properly compacted under this item. Profiles 

shall be put up with pegs and strings at required intervals for the 

pitching to ensure that is done true to line, curves, levels, thickness and 

slopes. 


A masonry toe wall or line of pain headers when necessary shall be 

provided at the toe to support the pitching and shall be paid for 

separately. The lowest course of pitching shall be started from the toe 

wall or the line of pin headers at the toe of the slopes and the pitching 

laid course by course up the slope. 

The stones for the pitching shall be used after merely knocking out 

weak corners and edges with a mason’s hammer. The stones shall be 

laid closely in position on the prepared bed and firmly set with the even 

face on top. The pitching shall be laid to lines, levels, curves and slopes 

as indicated in plans or as ordered by the Engineer. Each stone shall 

cover the full depth of pitching and shall be perpendicular to the 

sloping bed. The stone shall be laid breaking joints as far as possible. 

Additional murum bedding if required for getting proper slope, shall be 

carried out simultaneously with each course pitching, watered, if 

necessary and rammed.



The interstices in the joints between adjacent stones shall be filled in 

with spalls of the proper size and wedged in with hammers to ensure 

packing. Such filling shall be carried out immediately after packing 

larger stones and before the next upper layer is taken in hand. 


i) Preparing the base and putting up profiles. 

ii) Laying dry rubble pitching of the specified thickness to line, 

curves, slopes and levels including preparing base, making up 

trimming and compacting the bed and hand packing. 

iii) All labour, materials and use of tools and plant necessary for the 

satisfactory completion of the item. 

iv) Repairing disturbed pitching, if any within three months of 

completion. 

18.6 Mode of Measurement & Payment: 

The contract rate shall be for one sq. mt. of finished pitching. The 

Dimension shall be measured correct upto a cm. and the area worked 

out correct upto the second place of decimal of a sq. metre. 

19.0 Providing R.C.C. parapet with M-35 grade cement concrete of 

19.1 General: 

trap/granite/quartzite/gneiss metal with cast-in-situ/precast panels, as 

per the detailed drawing including reinforcement, scaffolding, 

centering, form work, compacting, finishing and curing complete. 

The item refers to the provision of R.C.C. parapet with precast or cast- 

in-situ panels as per the item as detailed in the working drawings.




19.3 Construction 

Steel bar reinforcement and wire shall comply with specification. The 

diameter of the bars shall be as shown in the working drawings. 

Cement concrete for R.C.C. shall comply with specification of controlled 

concrete. Proportion of concrete shall be as per mix design. Maximum 

size of coarse aggregate for R.C.C. panels and railing shall be 6mm 

(about ¼”) and 20mm (about ¾”) for the posts. Mixing the compacting 

shall be mechanical at the choice of the contractor subject to the 

production of concrete of uniform consistency with all coarse 

aggregates entirely covered with cement mortar and a dense concrete 

with good cast finish to the surfaces. 

The R.C.C. parapet shall be constructed as per detailed drawing after 

the centering of decking is removed. 

The R.C.C. parapet of the type mentioned in the item shall be built in 

between cast-in-situ R.C.C. posts to correct shape, dimensions and 

spacing specified on the drawings. The steel bar reinforcement of the 

posts shall be provided as specified and shown in the drawings and 

spliced to the bars protruding from the slab or the kerb. 

The concrete shall be cast to the shapes, sizes and spacings shown on 

drawings. The forms shall be such as to given the exact shape to the 

concrete members shown in the drawings or ordered by the Engineer. 

Cast-in-situ posts, panels and rails shall be plastered neatly with 

cement mortar of 1:3 mix to 5mm. (about ¼”) thickness and finished to 

smooth or sand face as ordered by the Engineer. Plastering shall be 

done immediately after and within one day of stripping the forms after 

roughening the concrete suitably. The plaster and concrete shall be well 

cured for 14 days.



Precast panels shall be cast to the required design with specified 

reinforcement and temped and cured for 14 days. They shall originally 

present smooth surfaces and shall be filled into the grooves left into the 

kerb properly supported and grouted. Thereafter the R.C.C. post and 

rail will be cast. Precast top rails may also be used along with precast 

panels in which case only posts will be cast in situ. The cast-in-situ 

members shall be plastered with 1:3 cement mortar 6mm (about ¼”) 

thick to smooth or sand face finish, immediately after and within one 

day of stripping the forms after roughening and cured for 14 days. 


1) Providing R.C.C. cast-in-situ M-35 grade posts cast-in- 

situ/precast concrete panels and cast-in-situ/precast rails as 

shown in the drawing including form work and 6mm (about ¼”) 

thick plaster of cement mortar of 1:3 mix for cast-in-situ 

members. 

2) Reinforcement for precast and cast-in-situ members. 

3) All labour, materials, use of equipment, tools, plant, scaffolding 

etc. necessary for the completion of the item satisfactorily. No 

separate payment shall be made for concrete and reinforcement 

of R.C.C. members, the rate per metre being inclusive of all the 

necessary materials like those mentioned above. 


The contract rate shall be for one metre length of the parapet 

completed to the shape and dimension shown on the drawings. The 

parapet shall be measured between the inside of the end pilasters over 

the abutments. Where there are only end posts, the parapet shall be 

measured from outside to outside of end posts. The length shall be 

measured correct upto two places of decimals of a metre.



20.0 Providing Flush/V groove pointing with cement mortar 1:3 for stone 

20.1 General: 

20.2 Pointing: 

masonry/brick work including scaffolding and curing complete. 

The item shall comply with Specification as per Schedule “A” in all 

respects and also as per specifications mentioned in the tender. The 

following specifications shall also be applicable. When the type of 

pointing is not mentioned in the item, groove pointing shall be done. 

At the center of the joints a ‘V’ shaped groove shall be made with its 

width and depth equal to half the thickness of the joint. 

20.3 Raking out joints: 

20.4 Colour: 

Where the joints have not been raked out when the mortar is green the 

joints shall be chipped to the required depth (without damaging the 

brick work or stone masonry) thoroughly cleaned of all loose particles 

and washed before pointing is done. The raked joints shall be kept 

damp when cement mortar is being applied to them. 

If color is ordered by the Engineer to be added to the mortar to match 

the colour of stones, approved pigment of the required colour shall be 

added to the cement in the mortar. 


Cement pointing shall include erecting and removal of scaffolding, all 

labour, materials and equipment incidental to complete the pointing,



dewatering if necessary till the mortar is set unless separately provided 

for, raking out joints, cleaning, wetting, filling with mortar, trowelling, 

pointing with nayla and watering. The rate shall include any colouring 

pigment used. 

20.6 Mode of measurement: 

The contract rate shall be measured as per square metre. 

21.0 Providing vent holes in the slab and wearing course with iron grill at the 

21.1 General: 

top and galvanized iron pipe at bottom as per drawing. 

The item shall be carried out according to the detailed drawings. The 

holes shall be located as shown on the drawings or as ordered by the 

Engineer. 


1) Galvanised iron pipe 150mm (about 6”) diameter of required 

lengths. 

2) Grill and mild steel plates 6mm (about ¼”) thick, cut and welded 

as indicated on the drawings. It shall be welded to the pipe. 

Both combined shall be of such length as to be just flush with the top of 

road slab and bottom of deck slab. 


The 150mm (about 6”) diameter galvanized iron pipe shall be placed 

during the concreting of the deck slab and allowed to project for the 

required length over the deck slab so that the top of the grill shall be 

level with the finished wearing surface.



The edge of the exposed surface of the grill plates shall be neatly 

ground or filed flush with the wearing surface so that the wheels of 

vehicles shall not be injured. 


1) Galvanised iron pipes. 

2) Grills of mild steel flats or plates welded to the pipes. 

3) Fixing of galvanized iron pipes and grill. 

4) All labour, materials, use of equipment, tools etc. necessary for 

the satisfactory completion of the item. 


The contract rate shall be for one vent hole provided. Measurement 

shall be for the number of such vent holes fixed on the bridge. 

22.0 BRICK MASONRY WORK 

a) Materials 

Bricks - Bricks to be whole, sound, well burnt, free from cracks to 

ring when struck and not to crack or break when soaked in water 

or thrown on the ground on their flat face in a saturated condition 

from a height of 60 cm, regular in shape and uniform size. They 

shall be of the best description obtainable in market and of the 

best quality and colour. They shall not absorb water more than 

20 per cent of dry weight when immersed in water for 24 hours. 

They shall have a crushing strength of not less than 35 kg./cm. 

i) Cement - Cement shall conform to the specification detailed in 

Clause No.88. 

ii) Sand - Sand shall conform to the specifications detailed in Clause 

No.88.



b) Cement Mortar 

All cement mortar to be used on this work shall be in proportion 

as specified and directed by the Engineer. The ingredient shall be 

measured dry, be means of properly made gauge boxes on a 

covered platform and shall be thoroughly mixed dry before 

adding water to get the required consistency. Only such quantity 

of mortar shall be prepared at a time as can be used up 

immediately. Mortar after it has begun to set, shall not be 

allowed to be raked up again, but shall be rejected and the 

contractors shall removes the same from the work site 

immediately. 

c) Workmanship 

This brick work shall be carried out in a workman like manner and 

in perfect plumb, line and level as required. Brick shall be 

thoroughly cleaned, well watered or soaked in water for atleast 12 

hours before being used on the work. No broken bricks shall be 

permitted to be used except as closers. Good bond shall be 

preserved throughout the work both laterally and transversely. 

All bed joints shall be horizontal in vertical walls, radial in arches 

and at right angles for the slopes in battered walls. In walling, the 

courses shall be kept perfectly horizontal and rise in plumb. The 

vertical joints shall break joints with the course below and above. 

Use of bats shall be avoided as far as practicable. The joint shall 

be close and regular and shall not exceed 12mm in thickness. 

The bond shall be English Bond unless otherwise permitted by the 

Engineer. The contractor shall provide at their own expense all 

moulds, tamplates, centres, scaffolding etc. as may be required for 

the proper execution of the work and nothing extra will be paid for 

the same.



The mortar used should be stiff. The brick work shall be kept wet 

while the work is in progress for atleast seven days after 

completion, to the entire satisfaction of the Engineer. On Sundays 

and Holidays, when the work is not in progress, the masonry shall 

be watered continuously by engaging Bhisties. Watering shall be 

done carefully so as not to wash out mortar of the joints. The 

Engineer shall be at liberty to engage labours at contractor’s cost 

to water the work, should the Contractors fail to do so. Should the 

mortar perish i.e. become dry, while or powdery, through neglect 

in watering, the work shall be pulled down and rebuilt at 

contractor’s cost. 

The whole of the masonry work shall be carried up at one uniform 

level throughout but where breaks are unavoidable, the joint shall 

be made in good long steps, raked so as to prevent cracks arising 

due to separation of old and new work. All junctions of walls shall 

be formed at the time the walls are being built and cross walls 

shall be carefully bonded into the main walls. 

When new work is to be added to existing structing, the old work 

must be prepared to receive new work by roughening and 

grouting with a layer of rich mortar and both be carefully bonded 

together. 

During the rains the works to be carefully covered without extra 

charge so as to avoid mortar being washed away. 

d) Colouring of Brick 

For colouring bricks, an earthern-ware box shall be provided a 

few cm longer each way than a common brick, and half filled 

with the liquid of the required description to about the consistency



of thick crean. The brick to be coloured shall be laid on the iron- 

plate with a fire underneath and heated to a heat not too great to 

admit of their being handled. They are to be taken out one at a 

time and dipped into the liquid for a few seconds, and then placed 

on a table to dry (which they do in a few minutes). When dry, they 

are to be lightly washed in cold water and placed aside to dry 

agains. The material for the colouring liquid shall be linseed oil, 

turpentine and litharage with the proper colouring matter unless 

otherwise specified. 

Where yellow bricks are required, either Naosari yellow bricks or 

fire bricks of uniform colour shall be used. 

22.1 MODE OF MEASUREMENT & PAYMENT : 

The contract rate shall be for a unit of one cubic metre of Brick 

Masonry Work. The Brick Masonry Work shall be measured for its 

length, breadth and depth, limiting dimensions to those specified on 

the plan or as ordered by the Engineer. Individual dimension shall be 

measured correct to one cubic metre and quantities shall be worked 

out correct up to three places of decimals of a cubic metre. 

e) Cement Plaster to Brick Work 

Cement plaster shall be provided to brick masonry or rubble 

masonry wherever directed by the Engineer. 

1. Materials 

i) Cement 

Cement shall conform to the specifications detailed in 

Clause No.88



ii) Sand 

Sand shall be conform to the specifications detailed in 

Clause No.88 

2. Cement Mortar 

All cement mortar to be used on this work shall be in proportion 

as specified and directed. The ingredient shall be measured dry, 

by means of properly made gauge boxes, on a covered platform 

and shall be thoroughly mixed dry before adding water to get 

the required consistency. Only such quantity of mortar shall be 

prepared at a time as can be used up immediately. Mortar, 

after it has begun to set, shall not be allowed to be raked up 

again, but shall be removed from the work site immediately. 

Cement mortar shall be used within 30 minutes after if leaves 

the mixing board or mill. 

3. Workmanship 

All stone or brick masonry shall be thoroughly wetted and joints 

raked to a depth of 12mm and walls washed. 

f) Pointing to Brick Work 

The whole of the exposed faces of brick work, cut-stone work and 

stone-paving when described as to be pointed are to have the joint 

raked out to a depth of a 13mm and pointed with cement and sand 

(unless otherwise described) in the proportion of one of cement to one 

fine sand flush with the face of the work and out straight, parallel and 

of uniform width. 

The exposed faces of the rubble work are to be similarly pointed (When 

described as to be pointed) but the joints shall be raked out to a depth 

of 20mm and shall be irregular in direction.



The above description of pointing shall apply generally to all classes 

except only as the pointing material which may in certain cases to be 

otherwise described in this specification. 

g) Bonding of old work with new work 

Wherever any new work meets the old, certain portions of the old work 

as may be ordered by the Engineer, shall be cut away in order that the 

new work may be properly bonded into the old. No payment will be 

allowed to the Contractors for cutting away any portion of the work 

done under this contract for the purpose of other similar work, or in 

such case for bonding and making good the same as above described. 

h) Cutting holes in new work 

Wherever any hole or other communication has to be cut into the wall 

or made with a drain or a sewer or a manhole or into or with other 

masonry, the hole or communication shall be cut or made neatly to the 

requisite size and pipe, tail piece, elbow or other article or work for 

which it is required shall be neatly and soundly stopped around with, or 

built in cement and sand (1 to 1). The rate of cutting the hole or that 

for the work for which the communication is required shall include the 

cost of such stopping, that of any making good that may be required 

and also that of any arrangements which the contractors may have to 

make in order to stop the access of sewage or water during the 

execution of their work. No payment will be allowed to the Contractors 

for cutting out any portion of the new work for the purpose of other 

work under this contract, or in such case stopping and making good as 

above described. If the sewer or the drain into which hole or 

communication is to be cut is in a working condition and if there is 

likely hood of the workman being exposed to the danger arising from



these wage gases, such work and also that of removing such stop or 

plug shall be done by the CIDCO staff trained for such work and under 

the supervision of a responsible officer as may be directed by the 

Engineer and the cost of such work will be borne by the Contractor. 

i) Protection of Work from Sun 

All cement work, pointing plastering and concrete work shall be shaded 

from the sun, and surface kept mostaned until, in the opinion of the 

Engineer it is thoroughly set. 

Definition of Incomplete Work 

A line or stretch of pipe sewer (including the excavation thereof and all 

other accessories thereto) will be considered incomplete unless entirely 

laid jointed and fully tested, encased wherever required the trenches 

filled and consolidated, and the manhole at each and completely 

finished with floors, channels cover and all other detail. A manhole will 

be considered incomplete unless it is completely finished as above, and 

at least one of the lines of pipe sewer to which it belongs or it attached, 

is complete as described above. 

The Contractors shall have no claim for incomplete work and no 

incomplete work will be measured up for payment to the Contractors. 

22.2 MEASUREMENT FOR TRANSPORT OF RUBBLES 

Serviceable rock will be permitted to be used for refilling trenches. 

The measurement for the items of transport of rubble to specified 

distance will be either by lorry measurements or depot measurement as 

directed without deducting anything in quantities in excess of the 

calculated surplus material to be removed as per excavation item.



22.3 CONTRACTOR TO OBSERVE ALL CONDITIONS 

The contractors are particularly directed to observe from the Articles of 

Agreement and the Specification what is to be included in their rate for 

the several portions of the work and also under what conditions 

payments are to be made. 

23.0 Dewatering including diversion of stream, providing cofferdams, bunds 

etc. as may be necessary for foundation and other parts of the work 

and bailing out and pumping out water during and after excavation as 

required. 

23.1 General: 

23.2 Method: 

The foundation trenches shall be kept dry by resort to pumping alone 

or pumping in combination with diversion channels, cofferdams, 

bunds, diversion weirs, drainage channels, well points or any other 

satisfactory method to suit local conditions at the choice of the 

contractor. The contractor shall supply details of his proposals for 

approval of the Engineer, but such approval shall in no way release the 

contractor from the responsibility for the adequacy of diversion and 

dewatering arrangements and for the quality and safety of the work, for 

all of which the contractor shall be solely responsible. 

The method to be adopted shall be entirely left to the choice of the 

contractor provided adequate dewatering is carried out and the 

scheduled programme is adhered to. The contractor shall plan, 

construct and maintain satisfactorily necessary diversion channels and 

temporary diversion and protective works so as to safely pass the 

stream flow and also satisfactorily deal with any sudden rise of flow



23.3 Pumping: 

without damaging the foundation excavation or works. Where 

practicable, all substructures shall be constructed in open excavation 

and where necessary the excavation shall be shored and braced or 

protected by cofferdams. The cofferdam should be carried to adequate 

depts. And heights, safely designed and constructed with suitable 

dimensions and protection and shall be made as water-tight as 

practicable for facility of construction of the work to be done inside 

them. The interior dimensions of the cofferdams shall be such as to 

give sufficient clearance for the construction and inspection and to 

permit installation of pumping machinery etc. inside the enclosed area. 

The cofferdams shall be sufficient heights to prevent ingress of water 

into the foundation pits and to protect green concrete or masonry 

against damage from tides or sudden rising of the steam and to 

prevent damage of the foundation by erosion. 

Unless otherwise permitted, no excavation shall be made outside the 

enclosed area and the natural stream bed adjacent to the foundation 

shall not be disturbed without permission from the Engineer. 

Cement grouting or other approved methods may be used at the 

discretion of the contractor to prevent or reduce seepage and to protect 

the area to be excavated if the soil is porous. 

Adequate pumping arrangements shall be made for dewatering 

foundation trenches and other areas of construction where dewatering 

is essential and keeping them dry while masonry or concrete or other 

construction is in progress and till the concrete or mortar of masonry 

has sufficiently set and construction can be proceeded without 

pumping.



Pumping of adequate capacity and in required numbers shall be 

provided to ensure the above. Pumping from the foundation trenches 

or from the interior of the cofferdam or other areas of construction shall 

be done in such a manner as to preclude the possibility of the 

movement of water through any fresh concrete or masonry and 

washing away parts of concrete or mortar. No pumping will be allowed 

during placing of concrete or for a period of at least 24 hours 

thereafter unless it is done from suitable sump separated from concrete 

or masonry by effective means. 

The contractor should make his own arrangement for necessary labour, 

materials and equipment for cofferdams, pumps, engines and other 

machinery and devices required for successful execution of the item of 

dewatering. 

23.4 Desilting: 

23.5 Removal: 

If any foundation pits are filled due to floods or flow or blows or slips 

during the progress of the work or during the rainy season or due to 

any other cause, all pumping required to dewater the pits and to do 

desilting shall be done without making extra claims. 

The cofferdams and other works constructed from facility of diversion 

and/or dewatering shall not cause any damage to property and work 

and shall be removed after they have served their purpose in a manner 

and to the extent directed by the Engineer. If any excavation is made 

outside the enclosed area for facility of construction, the contractor 

shall refill the same with proper ramming after the foundation work is 

completed so as to bring the river bed to its original condition of and 

as directed by the Engineer. Similarly any material deposited within the



stream area from the filling of the cofferdam or from any excavation 

shall be removed and the stream area made free from obstruction 

caused thereby as directed by the Engineer. 


1) All labour, materials, use of equipment and other arrangement 

necessary for dewatering during excavation and construction of 

other items requiring dewatering. 

2) Dewatering foundation trenches, excavation and other areas to 

be built upon to enable the masonry, concrete or other 

construction work to be done in the dry and till the Engineer 

considers that the mortar or concrete has sufficiently set. 

3) Dewatering all the items requiring dewatering are fully 

completed. This shall also include time required for passing 

foundations and taking measurements of all the items requiring 

dewatering. 

4) Removing liquid stuff of any sort which might find access into the 

trenches by blowing, slip or any other cause what-so-ever from 

the sides or bottom of the foundation or excavation or from 

elsewhere during or after dewatering. 


The contract rate shall be per hours of pumping.



TECHNICAL SPECIFICATIONS 

(SEWERAGE WORK) 

I Manufacturing of R.C.C. pipe 

NP2 & NP3 

Pipes (NP2 or NP3 class) : Manufacturing of pipe as per IS 458 with 

the latest amendments as per Clause 6 

with amendment, casting pipe by 

spinning, vibrating the concrete method. 

Flexible Rubber joints like pipe socket – 

spigot shall provided. 

1) Cement : As per IS 8041, IS 8043 and IS 8112 a 

latest version for the manufacturer of 

concrete pipes. 

2) Steel wire fabric : i) Mild steel grade –I, as per IS : 432 

Part –I & II structural steel as per IS : 

2062. 

3) Class of pipe NP2 

(Rubber Ring Roll on Joint) 

NP3 

(Rubber Ring Roll on joint) 

: ii) As per IS 1566 and IS 1786 and IS 

226 of latest amendments. 

: Spigot and socket as per Table No.9 of IS 

code 458 with latest amendments and 

design as per Table No.2 with 

amendments. 

: Spigot and socket as per Table No.10 and 

10A of IS code 458 with latest 

amendment. Design as per Table No.3 

with amendments. Barrel thickness design 

should be approved before taking work of



manufacturing the pipe. For NP3 class 

pipes. 

4) Aggregates : Aggregates used as per IS 383 latest 

version and as per Clause No.4.3 of IS 

458-1988 with amendment No. 2 

5) Concrete : Pipe concrete should conforming to IS:456 

– 1978 code of practice for plain and RCC 

(fourth revision) as per clause No.4.5 with 

latest amendment. 

6) Water : As per IS 456-2000. 

7) Testing at factory : Contractor has to make arrangement of 

testing of pipe at factory before supply at 

site, Sampling as per IS code as per IS 

458 clause 9 with latest amendment/ cube 

test are as per IS 516-1959 and IS 5816- 

1999 at factory. 

Test are : 

i) Hydrostatic test as per IS 3599-1998. 

ii) Three edge bearing test as per IS 

3599-1998. 

iii) Permeability test as per IS 3597- 

1998. 

vi) Absorption test as per IS 3599-1998. 

v) Straightness test as per IS 3599-1998. 

Sampling and inspection should be as per 

clause No.10 of 458 with amendment.



8) Marking on pipes : i) Name of manufacturer with register 

trademark. 

ii) Class of pipe 

iii) Date of manufacturer 

iv) ISI mark 

II Rubber Rings : Rubber ring chords used for pipes joints 

shall conform to IS:5382-1967 with 

amendment. Gasket shall be made of a 

properly vulcanized virgin rubber 

compound of containing no scrap or 

reclaim. 

Tests : i) Hardness Test as per IS : 3400 

Sampling the time lapse for 

testing, Marking on Rings 

ii) Tensile Test of Ring as per IS :3400 

iii) Compression Test as per IS:3400 

iv) Accelerated ageing in air as per 

IS:3400 

v) Water absorption Test as per IS 3400. 

: As per IS code 5382 class 6 clause 7 with 

appendix - D 

i) The manufacturers name and Trade 

mark if any. 

ii) Month and year of manufacturer. 

iii) The type follower by a word such Gas 

or Water or Sewer depending on the 

applications. 

iv) ISI mark.



III Manholes : As per IS : 411 (Part –I) 1986 and as per 

drawing issued by CIDCO for execution 

purpose and as directed by Engineer. 

Type / spacing of manholes 

and construction of manholes. 

: As per CIDCO drawing and schedule of 

Rate. 

IV Steps : As per Schedule of item and drawing note. 

As per IS:5455-1969. 

Load Test : One sample of step of 50 samples may be 

Marking : ISI mark 

V Precast Concrete Manhole 

cover and frame 

subjected to load test as per Appendix A. 

Manufacturer Name 

: As per Tender Schedule and Drawing and 

IS Code 12592-2002. 

i) Grade and Type : Heavy duty HD 20 Rectangular or 

Circular. 

ii) Cement : IS-269, IS:455, IS-8043, IS-8112 

iii) Aggregates IS 383 

iv) Concrete : IS : 456- 2000 M-30 Grade. 

v) Steel : As per IS 4.4 of IS:12592. 

vi) Test : Load test as per clause o.9.3 of IS:12592. 

: Sampling and / or testing should be done



in accordance with Clause No.11 of 

IS:12592. 

vii) Marking : ISI mark, BIS Mark. 

VI Laying of Sewer Line : As per Schedule of rate of Tender and 

Particular Specifications and IS Code 783. 

Width of excavation is as per Particular 

Specification.



1.0 SCOPE OF WORK 


SEWERAGE WORK 

This specification is intended to provide generally for the following 

works viz. 

a) Construction of sewer, 

b) Construction of manholes on sewer, 

c) Erection of ventshafts, 

d) Such other work or works incidental to the construction of 

the sewer. 

2.0 DATUM FOR LEVEL 

All levels referred to in connection with these works are based on the 

plane known as G.T.S. 

3.0 EXCAVATION 

3.1 The total excavation will be classified and paid for under two heads 

only, viz. (a) General excavation to include excavation in road 

surfaces of every description together with their foundation, clay, 

loose sand stone, murum, boulders, sand, lime, cement masonry 

and all other materials of whatever description not requiring to be 

blasted. 

3.2 Rock excavation (Definition of Rock) 

Rock excavation to compromise excavation in rock, big boulders 

more than 0.5 cubic metre in volume very hard sand stone or literal 

concrete, requiring to be blasted by an explosive or burst out in 

small pieces by iron wedges or chisels.



3.3 Class of excavation to be determined 

3.4 Trial holes 

In case of any question arising as to the class of excavation, the 

Engineer shall determine (subject to the Chief Engineer's decision in 

case of dispute by the Contractor) under which category, and to 

what extent, any particular excavation shall be classified. 

Trial holes/pits of such sizes and depths and such position as may be 

necessary or directed by the Engineer shall be dug and subsequently 

made good as may be ordered by and to the satisfaction of the 

Engineer. 

Trial holes/pits shall be allowed for in the rates for excavation and 

sufficient trial holes must be dug to accurately locate and determine 

the positions of service, culverts, and obstructions in advance of the 

main excavation. 

In all cases the trial pits are to be excavated in accordance with the 

specifications for excavation, refilling and reinstatement etc. 

3.5 Excessive excavation 

After excavating the sites on which the various parts of the works are 

to be constructed, if it is found that due to no fault of the contractor 

and part of the formation is unsuitable to provide a satisfactory 

foundation, such portions shall be further excavated to such depths 

as the Engineer may direct, and refilled to original formation level 

with mass concrete M-100 or hardcore of quarry waste as may be 

directed. Payment will be made for such additional excavation and 

filling at appropriate rates.



3.6 Widths of excavation for different diametre of pipes 

a) The width of excavation for a built up drain or sewer unless 

otherwise stated will be calculated to 250 mm on either side of the 

extreme edge of the footings and the depth upto the bottom of 

foundation. In case of pipes of different diametres and manholes 

the width of the trenches will, unless otherwise directed by the 

Engineer in writing, be paid for as mentioned in the table below. 

This width shall include the extra width required for shoring in one or 

more stages and working space required for construction brick 

masonry or plastering the same for laying and jointing of the pipes 

or any other purpose in connection with the excavation of the work. 

b) Where rock is met with unless otherwise determined by the Engineer, 

the width of the trench below the point at which the rock is met, shall 

be calculated as shown in the accompanying table, irrespective of 

the depth of the trench. In case of built up drains this shall be 

calculated to 75 mm on either side of the extreme edge of the 

footings. 

c) Statement showing widths to be given for excavation for either 1.20 

M. or 1.50 M. (Inside) Circular or 1.50 M. x 1.50 M. square 

manholes in sewerage works. 

Depth of Manhole 

Upto invert level 

1) For 1.20 M. dia. M.H. 

upto 2.30 M. 

Size of excavation Remarks 

2.50 M. Square Without drop 

arrangement 

For 1.50 M. dia. M.H. 3.0 M. Square -- do -- 

For 2.30 M. to 5.00 M. 3.5 M. x 3.00 M. With drop arrangement 

on both sides.



Depth of Manhole 

Upto invert level 

Size of excavation 

A. Without drop arrangement 

Remarks 

Above 5.00 M. I - In ordinary soil 

3.4 M. Square 1st stage upto 5.00 M. 

3.0 M. Square 2nd stage below 5.0 M. 

II - In trenches where rock is met with 

3.4 M. Square Upto the point where rock 

is met with 

3.0 M. Square Below the point where 

rock is met with 

B. With drop arrangement on both sides 

I - In ordinary soil 

Across Along 

3.8 M. x 3.4 M. 1st stage upto 5.00 M. 

3.5 M. x 3.0 M. 2nd stage below 5.0 M. 

II - In trenches where rock is met 

3.8 M. x 3.4 M. Upto the point where rock 

is met with 

3.5 M. x 3.0 M. Below the point where 

rock is met with 

d) Statement showing widths to be given for excavation for 1.8 M. dia. 

circular manholes and 1.50 M. scraper type manholes. 

A - Without drop arrangement : 

I - In ordinary soil 

3.70 M. square 1 st stage upto 5.0 M. 

3.40 M. square 2 nd stage below 5.0 M. 

II - In trenches where rock is met with : 

3.70 M sq. upto the point where the rock is met with 

3.40 M sq. below the point where the rock is met with 

B - With drop arrangement on both sides : 

I - In ordinary soil : Across and along : 

4.10 M x 3.70 M 1 st stage upto 5.0 M 

3.80 M x 3.4 M 2 nd stage below 5.0 M



II - In trenches where rock is met with 

4.10 M x 3.70 M upto the point where the rock is met 

with 

3.8 M x 3.4 M below the point where the rock is met 

with 

NOTE : 1) If the drop arrangement is provided only on one side the width 

given above for manholes with drop arrangement shall be reduced 

by 0.2 M across the trench. 

2) The size of the manhole etc. mentioned above are approximately 

rounded figures. Marginal variations in the sizes of manhole covers 

are acceptable. 

3) Statement showing widths to be given for excavation for 1.80 M x 

2.40 M scraper type manholes. 

A - Without drop arrangement 

I - Ordinary soil 

3.70 M x 4.30 M rectangular 1st stage below 5 M 

3.4 M x 4.00 M rectangular 2 nd stage below 5.0 M 

II - In trenches where the rock is met with : 

3.70 M x 4.30 M rectangular upto the point where the rock is met 

with 

3.40 M x 4.00 M rectangular below the point where the rock is met 

with 

B - With drop arrangement on both sides 1.80 M length 

I - In ordinary soil : across and along 

4.10 M x 4.30 M 1st stage below 5.0 M 

3.80 M x 4.00 M 2 nd stage below 5.0 M



II - Trenches where the rock is met with : 

4.10 M x 4.30 M upto the point where the rock is met with 

3.80 M x 4.00 M below the point where the rock is met with 

Statement showing the proposed widths to be given for excavation of Trenches 

and paid for in Sewerage works : 

SIZE OF PIPE 

Excavation in Ordinary soil 

Shoring in one 

stage 

Upto 

3 M 

depth 

Above 3 

M & upto 

5 M 

depth 

Shoring in two stage 

more than 

5 M 

depth 

Excavation in rock 

wherever it is met with 

Shoring 

in one 

stage 

upto 5 M 

depth 

Shoring in 

two stages 

More than 

5 M depth 

150mm S.W. 0.80 M 0.90 M 

230mm S.W. 0.90 M 1.00 M 1.4 M upto 5 M 

1.0 M below 5 M 

0.90 M 1.00 M 

300mm S.W. 0.90 M 1.00 M 1.4 M upto 5 M 


0.90 M 1.0 M 

350mm R.C. pipe 1.30 M 1.50 M 1.8 M upto 5 M 



1.30 M 1.50 M 



1.40 M 1.60 M 




1.50 M 1.70 M 



1.50 M 1.70 M 



1.60 M 1.80 M 

700mm R.C. pipe 1.70 M 1.90 M 2.20 M upto 5 M 1.70 M 1.90 M 

1.90 M 


800mm R.C. pipe 2.00 M 2.30 M. 2.60 M upto 5 M 


2.00 M 2.30 M 



2.10 M 2.40 M



SIZE OF PIPE 

Excavation in Ordinary soil 

Shoring in one 

stage 

Upto 

3 M 

depth 

Above 3 

M & upto 

5 M 

depth 

Shoring in two stage 

more than 

5 M 

depth 

Excavation in rock 

wherever it is met with 

Shoring 

in one 

stage 

upto 5 M 

depth 

Shoring in 

two stages 

More than 

5 M depth 



2.20 M 2.50 M 











4.0 DEPTH OF EXCAVATION OF TRENCHES 

The depth for the trenches will be calculated from the surface to the 

bed of the pipes and in case when a layer of concrete/or precast 

blocks are required to be placed below the pipeline, the depth of the 

bottom of the concrete/or the block below the underside of the 

pipeline will be paid. 

The depth of excavation for manhole shall be measured from the 

surface of the existing ground level to the bottom of foundation. 

No payment will be made for any excavation beyond this width or 

depth.



5.0 MEASUREMENT LENGTH OF EXCAVATION 

The lengths of excavation for trenches will be measured from and 

clear of the settled width allowed for the excavation of trench from 

which it starts on which it come into contact and the centre of the 

pipe or masonry for which the trench has been excavated shall be 

considered as the centre of such trench. 

6.0 A GRIP TO BE CUT WHERE PIPE SOCKET OCCURS 

Wherever a pipe socket occurs a grip is to be cut in the bottom of the 

trench or concrete bed to a depth of atleast 75 mm below the bed of 

the pipe so that the pipe may have a fair bearing on its shaft and to 

rest upon its socket. Such grip shall be of sufficient size in every 

respect to admit the hand all around the socket in order to make the 

joint, and the grip shall be maintained clear until the joint has been 

passed by the Engineer. 

7.0 TRENCHES IN ROCKY GROUNDS 

The trenches for pipe drains, if in stony or rocky ground, are to be 

excavated all along to the full depth of 75 mm below the intended 

level of the bed of the pipes to be laid therein, and layer of soft 

clean earth 75 mm thick is to be deposited for the reception of the 

pipes and in case where a layer of the concrete and/or precast block 

is required to be placed below the pipe line, the bottom of the 

excavation shall not be higher at any point than the bottom of the 

concrete layer or block. 

Wherever excavation is done in rock, the excavated stuff shall be 

stacked separately for chiselled rock and blasted rock. The 

excavation shall be paid or stack measurement with deduction of 

40% for voids to be made from the stack measurement.



8.0 CARRYING OUT EXCAVATION AND STACKING THE EXCAVATED 

STUFF 

a) In carrying out excavation, ground shall be broken at such places 

and in such lengths as shall be sanctioned by the Engineer. Work of 

excavation shall proceed in such proportion at one time as the 

Engineer may direct, and no permanent works shall be begun, until 

the Engineers have approve of the excavation which shall be out to a 

sufficient depth and width to receive the permanent work and to 

allow of their being sufficiently placed, built, constructed, laid or 

erected. The length of trench excavated ahead of the pipe laying 

and the length of trench which may remain open at one time shall at 

all times be subject to the approval of the Engineer. It shall be at no 

time greater than can properly be protected from caving. 

b) The road metal and also the rubble packing ad khankies (if any) first 

be stripped off for the whole width of the trench and for the whole 

extent of the masonry or chamber required and separately deposited 

in such place or places as may be determined upon by the Engineer. 

In case of the metal packing or khandkies not being so deposited or 

being mixed up with excavated materials and not available for 

refilling and making good the excavation the cost of the new metal, 

packing or khandkies required shall be charged to the Contractors. 

c) The other material from the excavation shall be deposited on either 

side of the trench leaving a clear berm on one side at least 40 cm 

wide or at such further distance from the edges of the trench as may 

be necessary to prevent the weight of materials from casting the side 

of the trench to slip or fall or at such a distance and in such a 

manner as to avoid covering fire hydrants sluice valves gas-syphone, 

manholes covers and the like and so as to avoid abutting any wall or 

structure or casing inconvenience to the public or other persons or 

otherwise as the Engineer may direct.



d) In case where the Engineer decides that the width of the road or lane 

where the work of excavation is to be carried out is so narrow as to 

warrant stacking or excavated material away from the site of the 

work the contractor shall have to remove the same if so directed 

within a lead of 250 M. The excavated stuff shall be brought back 

for refilling the trenches when required. The surplus material shall 

be removed as directed. No claims for stacking the excavated stuff 

away from the site of work or bringing it back for refilling trenches 

shall be entertained. 

9.0 FOUNDATION AND BOTTOM OF TRENCHES TO BE SATURATED 

WITH WATER 

All foundation and the bottom of all trenches shall be saturated with 

water well rammed wherever the Engineer may consider it necessary 

to do so. 

10.0 EXCESS EXCAVATION DUE TO NATURE OF SUB-SOIL FOR 

ADDITIONAL FOUNDATION 

If in any place the Engineer may consider that on account of the 

nature of sub-soil, additional foundations of concrete, rubble or 

otherwise are necessary or if in any place, he may require the 

excavation, for any purpose, whatsoever, to be carried deeper than 

shown on the plans or described in the specification, the excavation 

shall be carried out as may be ordered by the Engineer and such 

additional works shall be measured and paid for to the contractors 

according to the rates entered in the Bill of Quantities and Rates.



11.0 UNAUTHORISED EXCESS EXCAVATION 

Where excavation are made in excess of the limits delineated on the 

drawings, either by error or by accident, the voids so formed shall be 

filled in with lime concrete or rubble masonry or otherwise at the 

discretion and to the satisfaction of the Engineer and at the expense 

of the contractors. 

12.0 FENCING/LIGHTING AND WATCHING 

The contractor shall make all proper provisions for protecting the 

work be fences and by watching and lighting at night, or otherwise 

as may be directed by the Engineer. The posts of fencing shall be 

timber securely fixed in the ground not more than 3 M. apart, and 

they shall not be less than 75 mm in diametre or less than 1.2 M. 

above the surface of the ground. There shall be two rails, one near 

the top of the posts and the other about 450 mm above the surface 

of the ground and each shall be from 50 mm to 70 mm in diametre 

and sufficiently long to run from post to post, to which they shall be 

bound with strong rope. The method of projecting rails beyond the 

posts and tying them together where they meet will not be allowed 

on any account. All along the edges of the excavated trenches a 

bank of earth about 1.20 M. high shall be formed where required by 

the Engineer for further protection. Proper provisions shall be made 

for lighting at night and watchman shall be kept to see that this is 

properly done. In the event of the contractors not fully complying 

with the provisions of these clause, the Engineer may, with or without 

notice to the contractors, put up a fence or improve the fence 

already put up or provide or improve the lighting or adopt such 

measures as he may deem necessary and all the cost of such 

procedure as may be adopted by the Engineer, shall be borne by the 

contractors.



12.1 In addition to the normal lighting arrangements, the contractor shall 

provide, wherever a sewer work is in progress, battery operated 

blinking lights (6 volts) in the beginning and end of a trench with a 

view to provide suitable indication to the vehicular traffic. The 

contractor shall also provide and display special boards painted with 

fluorescent paints indicating the progress of the work along a 

particular road. 

13.0 MAINTENANCE OF WATER PIPES, GAS PIPES AND DRAINS, ETC. 

MET IN EXCAVATION 

The contractor shall, at the rates entered in the Bill of Quantities and 

Rates, excavate all such works, as the Engineer may requires in order 

to locate the position of water pipes, drains, sewers or any other 

work and all water pipes, gas pipes, drains, sewers or other work, 

which may be met up, in or about any excavation whatever, shall if 

the Engineer deem it practicable be properly maintained by the 

contractors, and by means of shoring, strutting, planking over, 

padding or otherwise as the Engineer may direct, shall be protected 

by the contractors from damage during the progress of the work or if 

damaged together with all matters and things resulting from the 

same, shall be made good and effectually remedied either by the 

contractors or by other agency, as the Engineer may decide and 

wholly in either case at the expense of the contractors. In the event 

of the failure on the part of the contractors to carry out to the 

satisfaction of the Engineer, any of the above protective provisions or 

to execute to his satisfaction of the Engineer, any of the above 

protective provisions or to execute to his satisfaction such remedial 

work, as he may decide that they shall do, the Engineer may, with or 

without notice to the contractors, adopt such measures as he may



14.0 SHORING 

deem necessary at the expense and risk of the contractors. If, 

however, the Engineer considers impracticable for the contractors to 

maintain any such water pipes, gas pipes, drains, sewers or other 

works, and that exigencies of the work necessitate the breaking 

down, removal or diversion of any such water pipes, gas pipes, 

drains, sewers or other work, then, though the cost of breaking 

down or removing any such trench or sewers and of providing such 

chutes, pumps or other appliance, as the Engineer may direct for the 

raising and temporary passage of the water or sewerage which may 

escape from any such water pipes, gas pipes, drains, sewers or other 

work shall be borne by the contractors, yet the cost of breaking 

down and removing any such water pipes or gas pipes, and of 

rebuilding, replacing diverting or reinstating any such water pipes, 

gas pipes, drains, sewers or other works, as may be required by the 

Engineer shall be paid to the contractors as provided by the contract, 

if done by them, or the same or any part thereof may be carried out 

under the Engineer's orders by other agency and in such cases 

without charge to the contractors. The Engineer's opinion as to the 

amount of the charges, which under this clause are payable to the 

contractors, shall be final and binding on the contractor. It should 

be allowed for arbitration being non-technical matter. 

a) Wherever shoring may deemed necessary by the Engineer the 

contractor shall provide the same in the best possible manner with 

the best material and to the satisfaction of the Engineer. The 

contractor shall employ such kind or kinds of shoring as the 

Engineer may consider the exigencies of the work to require and it is 

to be distinctly understood that the work 'shoring' is to comprise all



clauses of such work and all appliances and appurtenances 

including polling boards, sheet piling and runners (whether the joints 

be butt, groove and tongue feather edge and groove, birds mouth 

and double splay, rebated or otherwise), together with walling struts 

prope, point blank shores, raking shores, blocks, wedges, iron dogs, 

bolts, screws, nails and everything that may be required for due 

execution of the work. 

b) No part of the shoring shall at any time be removed by the 

contractor without obtaining permission from the Engineer. While 

taking out shoring plank the hollows if any, formed must 

simultaneously be filled in with soft earth well rammed with rammers 

and with water. 

c) Shoring left in trenches 

The Engineer may order portions of shoring to be left in the trenches 

at such places, where it is found absolutely necessary to do so as to 

avoid any damage which may be caused to building, cables, gas- 

mains, water mains, sewers etc. in close proximity of the excavation, 

by pulling out the shoring from the excavations. The contractors 

shall be paid at the rate inserted by them in the Schedule of Rates 

and Quantities or to be decided by the Engineer as per clause 22 of 

General Conditions, only by the order of Engineer, and they shall 

not claim, on any reason, whatsoever for the shoring which may 

have been left in by them at their own discretion. 

Any allowance for shoring left in the portions of rakers, struts, or 

other timber cut off and not permanently left in the work will not be 

included.



Any allowance for shoring such as plates struts or other timber cut 

off and not left permanently in any position of the trench will not be 

paid. 

d) Steel trench sheeting 

e) Rates 

i) Where the sub-soil conditions are expected to be of a soft and 

unstable character, in trench excavation the normal methods 

of timbering will probably prove insufficient to avoid 

subsidence of the adjoining road surface and other services. 

The contractor will be held responsible for all such damages 

as specified elsewhere. 

ii) In such circumstances, the contractor will be required to use 

steel trench sheeting or sheet steel piling adequately 

supported by timber struts walling etc. The contractor will be 

expected to supply pitch, drive and subsequently remove 

trench sheeting or piling in accordance with other items of the 

specifications and the terms Timber or Timbering shall apply 

to steel trench sheeting or sheet steel piling throughout. 

The rates for excavation shall be held to include the cost of shoring 

and no allowance of width or width beyond those already described 

shall be made on account of the necessity of shoring. 

f) Engineer may put up or improve shoring 

In the event of the contractors not complying with the provisions of 

this contract in respect of shoring, the Engineer may, with or without 

notice to the contractor put up shoring or improve shoring already



put up or adopt such other measures as he may deem necessary 

and all the cost of such procedures adopted by the Engineer, shall 

be borne by the contractor. 

15.0 LIABILITY FOR TIMBERING 

a) No work done by the Engineer or his workmen for the fact that the 

timbering has complied with his specifications shall absolve the 

contractor from his responsibility and he will be responsible for 

making good any damage caused as a result of the timbering failing 

to give proper support to the sides of the excavation. 

b) The timbering to the sides of excavation for structures shall be 

carried out in such a way that there is no obstruction caused to the 

filling of formwork for the walls. The supporting struts and walling 

shall be removed by the contractor in stages to suit progress of 

concreting. 

c) If the Engineer is not satisfied that the standard of timbering is equal 

to that shown on the approved drawing or that the sides of the 

excavation have not been secured in a manner to render such 

excavating safe for working, he may, one hour after notifying the 

contractor or his representative in writing, employ his own men to 

alter the timbering and the cost of such workman and materials 

employed shall be paid for by the contractors. 

16.0 CONTRACTOR'S RESPONSIBILITY FOR SECURE SHORING AND OR 

ALL DAMAGES 

The contractor will be held responsible for providing secure shoring 

and for adopting every other precaution which may be necessary or 

proper for protecting any building which may be damaged or be 

liable to damage by the excavation of any trench or otherwise by the



execution of the work in the vicinity of such building. If the Engineer 

shall require the adoption of any special or extra measures or 

precautions, the contractors shall forthwith adopt and supply the 

same, but this provision is not to be read or understood as in any 

degree of relieving the contractors from responsibility or from 

liability under Clause 54 of General Conditions of Contract, in 

respect of claims made against the Corporation by for loss or 

damage which may be caused to any such building by the execution 

of any of the works or otherwise. After the work is completed near 

buildings, the contractor shall remove any shoring and make good 

any cutting out or other damage that may have been done. 

17.0 VENTILATION 

The contractor shall provide adequate ventilation and efficient 

apparatus to keep all excavation, trenches tunnels and headings 

structures, sewers and manholes free from all gases whether 

generated in strata arising from the use of explosive for blasting 

sewage gases or otherwise and he shall take precautions to 

ascertain that they are in a safe condition before allowing workman 

to proceed. 

18.0 PUMPING OUT WATER 

The contractors shall provide and work at their own cost all pumps 

engines and machinery requisite to keep the trenches for the sewers, 

drains or foundations and all other excavations clear of water, 

whether sub-soil water, storm water, leakage from tanks, wells 

drains, sewers, water mains, tide water etc. so that there may be no 

accumulations of such water and that no setting out may be done, 

no masonry may be laid, no concrete deposited, no joints made and



no measurements taken in water. The pumping shall be continued 

so long after execution of any portion of work and repeated so after 

as the Engineer may consider as necessary. The pumps and power 

applied must be such as the Engineer may determine to be sufficient 

at any particular time, so he may himself supply pumps and power 

at contractor's expenses, so he may stop the work together until he is 

satisfied and also impose a fine upon the contractors. The rate 

excavation includes pumping out any quantities of water as 

mentioned above by using any number of pumps and for any length 

and time singly or in combination. Nothing extra, whatsoever, will 

be paid on this account during the execution of the whole work. 

19.0 KEEP EXCAVATION CLEAR OF WATER 

a) Where ground water is encountered or anticipated, the contractor 

shall provide sufficient pumps to handle the ingress of water and 

must provide and maintain in working order stand by pumping units 

to be available and employed in the event of mechanical failure. 

The contractor must also arrange for night and day manning and 

operating of the pumps wherever necessary to ensure that at all 

times and weather the work may proceed. 

b) The contractors shall not allow any accumulation of water either 

from the discharge of their dewatering pumps or their water 

connection on the site of their work. If an accumulation is 

unavoidable, it shall be treated with insecticides to the satisfaction of 

the Engineer. In case of failures to do this on the part of the 

contractors, such accumulation shall be treated by CIDCO at the 

cost of contractors.



20.0 BLASTING PROCEDURE 

Blasting shall not be done without the previous consent of the 

Engineer and shall be restricted to the hours which he may 

prescribed. If, in the opinion of the Engineer, blasting would be 

dangerous to persons or adjacent structures, or is being carried on 

in a reckless manner, the rock shall be excavated by other means. 

21.0 STORAGE OF EXPLOSIVE 

a) It shall be as per Clause 45 of General Conditions of Contract. 

b) The contractor shall obtain the previous permission of the 

appropriate authority for the site, manner and method of storing 

explosives near the site of work. All handling of explosives including 

storage, transporting shall be carried out under the rules approved 

by the Explosives Department of the Government. 

c) In carrying out rock blasting the contractors shall take all necessary 

precautions by the use of screens weighted down and other means 

for the protection of life and property, and shall strictly comply with 

all rules and regulations that may be laid down by the commissioner 

of police, by the Engineer or by other regularly constituted authority 

having jurisdiction relative to handling, storing and use of explosive. 

d) In order to ensure the safety of surrounding property and persons, 

no charge shall be used which is larger than necessary to properly 

start 

22.0 RATES FOR EXCAVATION 

a) The rates for excavation shall be held to include and cover without 

extra charge all the stipulations contained in every portion of these 

present with regard o setting out, provisions for the passage of traffic 

and for access to premises, arrangement for the continuance of



drainage, water supply or lighting if interrupted by the work, 

arrangements for the efficient protection of the life and property, 

fencing, lighting, watching, shoring, pumping, shaping the trenches, 

maintenance of water pipes, gas pipes, drains and other work met 

with in or about the excavation, watering and ramming foundations, 

temporary refilling, consolidation and subsequent re-excavation, on 

account of rain, holidays or special occasions, filling in, ramming, 

watering and consolidating, surplus excavated material as 

stipulated, here in and all necessary matters and thing, connected 

with and rendered necessary or otherwise involved by the 

excavation. The rate of excavation also includes pumping out any 

quantity of water from any source by using any number of pumps 

and for any length of time singly or in combination. Nothing extra 

will be paid on this account during the excavation of the whole work. 

b) If, in the opinion of the Engineer, the exigencies of the work require 

that in any part the whole quantities of excavation shall be done 

upto the full measurement paid for, the contractors shall have no 

claim for extra payment on account of the allowance or concessions 

shall not be applicable to any work, unless it comes completely 

under one of the above descriptions to which a settled mode of 

measurement is applied. 

23.0 SIGHT RAILS AND BONING STAVES 

23.1 In laying the pipe sewers and constructing drains, the centre for each 

manhole must be marked by a peg, or otherwise, as may be 

determined by the Engineer. The contractors are then to dig holes 

for and set up two posts (about 100 mm x 100 mm x 1800 mm) at 

each manhole at nearly equal distance from the peg and a sufficient



distance therefrom to be well clear of all intended excavation, so 

arranged that a sight-rail when fixed level against the post will cross 

the centre of the manhole. The posts must also be so set up that the 

longitudinal direction of the rail may be as clear as possible of the 

direction of any of the lines of pipes or drains converging to the 

manhole. If walls of buildings afford suitable means of fixing the 

sight-rail, the post may, however the dispensed with. The sight rails 

must not in any case be more than 30 M. apart intermediate rails 

therefore be put up if necessary. 

23.2 Construction of boning staves 

23.3 Site rails 

Boning staves shall be prepared by the contractors about 75 mm by 

50 mm of various lengths, each length being of a certain number of 

Metre and with a fixed tee-head ad a fixed intermediate cross piece, 

each about 300 mm long. The top edge of the cross piece must be 

fixed at distance below the top edge of this tee-head, equal to as the 

case may be, the out side diametre of the pipe or thickness of the 

concrete bed to be laid. The boning staff, must be marked on both 

sides to indicate its full length. According to the circumstances of 

each case, a suitable length of boning staff will be determined upon, 

and the reduced level of the bed of the pipe or bottom of concrete of 

drain at each sight-rail added to the selected length of boning staff, 

will be marked by a horizontal line on both posts, or on walls or 

fences to which the sight-rail is to be fixed. 

a) The sight-rails (about 25 cm wide and 40 mm thick) is to be screwed 

with the top edge against the level marks. The centre line of the 

pipe sewer or the drain will be marked on the rail and this mark will



denote also the meeting point of the centre lines of any converging 

drains or pipe sewers. A line drawn from the top edge one rail to 

the top of edge of the next rail will be vertically parallel with the bed 

of the sewer or drain and the depth of the bed of the sewer or drain 

at any intermediate point may be easily determined by letting down 

the selected boning staff until the tee-head comes in the line of sight 

from rail to rail. 

b) The posts and rails are to be perfectly square and planed smooth on 

all sides and edges. The rails are to be painted white on both sides, 

and the tee-heads and cross piece of the boning staves are to be 

painted black. 

c) If the pipes or drains converging to a manhole come in at various 

levels, there must be a rail fixed for every different level. When a rail 

comes within 0.60 M. of the surface of the ground, a higher sight- 

rail must be fixed for use with the rail over the next point. 

d) The posts and rails must in no case be removed until the trenches is 

excavated, the drains are constructed or the pipes are laid and 

permission given to proceed with the filling in. 

24.0 FOUNDATIONS IN SOFT GROUNDS 

a) When work of constructing the sewers has to be carried out in soft 

under ground strata, such as puddle etc. or in a reclaimed land, a 

good foundations shall be provided for the pipes and manholes. For 

the former, excavation in the trench shall be taken 75 mm deeper 

than what is ordinarily required and for this depth the whole of the 

trenches shall be covered with M-150 concrete slab of the required



width, reinforced with BRC fabric No. 9 or any other fabric approved 

by the Engineer. The foundation concrete of the manholes shall 

similarly be reinforced with the same fabric, spread to cover the 

whole area of the foundation. 

b) The fabric shall be suitably cut to the requirements and securely 

joined together with adequate laps which should not be less than 

200 mm. The fabric in the line and manholes must also be securely 

jointed together. The rates in both the cases shall be held to include 

all lapping, joining and also any probable wastage. 

25.0 CONTRACTOR TO OBTAIN PERMISSION BEFORE LAYING PIPES, 

CONCRETE OR CONSTRUCTION OF MASONRY 

When any portion of the excavation shall have been carried down to 

the necessary depth, the contractors shall obtain permission from the 

Engineer, before commencing the laying of pipes or concrete or the 

construction of masonry. 

26.0 LAYING OF PIPES 

a) The pipes are to be laid with sockets facing up the gradients 

beginning at the lower end. No pipe to be laid until the trench has 

been excavated its required depth for a distance of 20 M in front of 

the pipe to be laid. (This distance may vary as directed by the 

Engineer) 

b) All the pipes are to be laid perfectly true, both in line and on 

gradient. The pipes in a trench shall be all laid and fitted previous 

to the jointing being commenced.



c) Properly fitted temporary wooden stoppers shall be provided and 

constantly used to close the ends of all incompleted pipe lines. The 

stopper are only to be removed when pipes are being and jointed. 

27.0 FOUNDATION FOR PIPE LAYING 

27.1 Concrete bed, haunching and surround to pipes 

At approximately every four pipes or 7 M whichever is less interval, 

the contractors shall form a joint in the concrete bed or surround by 

vertically shuttering the bed. 

27.2 Bedding of Stoneware Pipe 

The bedding for stoneware pipes shall be of M-200 concrete and 

has the size and shape as indicated in the plan. 

27.3 Foundation for R.C. Pipes 

28.0 ENCASING 

The foundation for R.C. Pipes drain or sewer if required shall be 

formed of cradle block or full encasement of M-200 concrete of the 

shape and dimensions shown on the drawings. The same should be 

carefully laid on a bed of atleast 25 mm of sand cushion to the 

required grade and alignment. 

a) If pipes are required to be wholly encased concrete in encasement 

the pipes may be required to be laid in two stages or in one as may 

be decide by the Engineer. When it is decided to do the work in two 

stages, the work in the first stage may have to be done either (I) the 

method described above for laying bed blocks for the foundation or 

(ii) putting in bed concrete in such lengths as may be required by the



Engineer. After the pipes are laid and jointed on those beds and the 

joints tested, the remaining work of concreting in the 2 nd stage will 

be allowed. 

b) When it is decided to do the work of encasing in one stage only 

pipes shall be laid on bricks or stone chips to the required level and 

joint. After the joints are tested the work of concreting will be done. 

The contractor shall be not entitled to any extra payment in either 

case. The contractor shall prepare the necessary form work for the 

encasement as required by the Engineer. 

After the pipes are jointed, a period of atleast 24 hours must elapse, 

before the top concrete over the pipes are laid. 

c) While encasing of R.C. Pipes of NP 3 class, a clear open space of 25 

mm all around shall be left in the encasement at each joint for 

flexibility without any extra cost. 

29.0 JOINTING OF PIPES 

29.1 Jointing of stones ware pipes : 

a) All the pipe joints shall be caulked with tarred gasket (prepared 

ready for use before being brought on the work ) in one length for 

each joint and sufficiently long to entirely surround the spigot end of 

the pipe the gasket to be driven as far as possible by means of a 

suitable instrument. After the pipes are thoroughly cleaned and 

moistened, mixture of one part of cement and one part of clean fine 

sand tempered with just sufficient water have a consistency of semi-



dry condition should be forced into the joints and well rammed with 

caulking tools the whole space around the spigot between it and the 

socket is united full, and the joints shall be finished off with a 

splayed fillet sloping at 45 degrees to the side of the pipe. The shaft 

or a pipe entering or leaving a manhole shall have splayed fitlet of 

neat cement laid around the same extending on the outside 

plastering of the manhole 75 mm beyond the outside of the pipe 

and 75 mm beyond the outside plastering of the manhole. Such 

fillets shall be deemed to be included in the rates for pipe laid 

complete. 

b) Great care must be taken after the joints are made that the pipes be 

not moved or shaken before the cement has thoroughly set. 

c) The rate for providing, laying and jointing of S.W. or R.C. pipes shall 

also include the cost of plugging up the mouths of these pipes with 

brick in cement mortar 1:6 with cement plaster 1:3 wherever 


29.2 Jointing concrete Pipes 

a) Each concrete pipe with the rubber ring accurately positioned on the 

spigot shall be pushed well home into the socket of the previously 

laid pipe by means of uniformly applied pressure with the aid of a 

jack or similar appliance. 

b) Concrete pipes of the spigot and socket type with roll on rubber 

rings shall be used, and the manufacturer’s instructions shall be 

deemed to form a part of this specification.



c) Rubber rings shall be lubricated before making the joint and the 

lubricant shall only be soft soap water or an approved lubricant 

supplied by the manufacturer. 

d) In case of R.C. pipe entering or leaving a manhole a flexible joint 

may be provided atleast within 0.60 M from the outer end of the 

manhole. 

e) A drop in water level of not more than 50 mm in one hour shall be 

permitted, in case of hydraulic test of manhole. 

30.0 ALL WORKS TO BE WATER TIGHT 

a) The drains, manholes and all joints of pipes must be made 

thoroughly sound and water tight and any joint which may be 

proved to be leaky at any time during the progress of works or 

during the contractors subsequent period of maintenance shall be 

immediately made sound by the contractors at their own expense. 

The contractors, when required by the Engineer shall at their own 

cost prove all works to be water tight by filling it with water to such 

height as the Engineer may determine. Any additional precautionary 

measures or appliances that may be found necessary to ensure the 

water tightness of the manholes, flush stains, disc plugs in junctions 

and the joints of pipes shall be adopted by the contractor without 

extra charges, the responsibility of making them when completely 

water tight resting upon the contractor. 

b) Immediately after the test with the double disc or cylinder as 

mentioned in Clause No. 41.0 has been completed and any defect 

hereby disclosed have been made good the contractor shall prove 

the joints of the stretch of the under ground pipe whether of



stoneware, cast iron or R..C. pipes, to be water tight by filling in 

pipes with water before filling in the trenches to the level of 1.5 M 

above the top of the highest pipe in the stretch and heading the 

water up for the period of one hour or such further time as the 

Engineer may direct. The apparatus used for the purpose of testing 

shall be approved by the Engineer. The contractor, if required by the 

Engineer, shall pump the excavation dry and keep it so during the 

period of testing. No test applied to part of a stretch when adding 

water from a measuring vessel at regular 10 minutes interval, and 

noting the quantity required to maintain the original water level. For 

the purpose of this test the average quantity added should not excess 

1 litre / hour / 100 linear metres /10 mm of nominal internal 

diameter). 

c) 

Any leakage including excessive sweating which cause a drop in the 

test water level will be visible and the defective part of the work 

should be removed and made good. 

In the case of cast iron rising mains, they shall be tested for a safe 

pressure as directed by the Engineer. 

The manholes when they have been raised above the highest subsoil 

water level expected in the monsoon shall similarly tested for water 

tightness as for the pipe lines. The procedure for this shall be as 

follows. 

The mouths of all pipes entering the manholes shall be suitably 

plugged with brick, or wooden any other type of plug. The manhole 

under test shall then be filled with water upto the general subsoil 

water level and observed for a period of one hour. If the level dose 

not drop by more than 50 mm in one hour, it shall be assumed that 

the manhole is tight.



During the period of the test the out side trench shall be kept free 

from any accumulation of subsoil water. In case of a drop of more 

than 50 mm in the water level, the contractor shall note the places 

from where the leakage is taking places and take step to stop the 

leakage. 

31.0 INSPECTION OF THE JOINTS 

After the joints of any pipes in underground works have thoroughly 

set the Engineer (or any person whom he may appoint) may inspect 

the joints and if he has any doubt as to their soundness he may 

required the contractor to cut open and clean away the cement or 

lead as the case may be of any joint, that he may select and to make 

good the same at their expense provided that unless defect to be 

found, they shall not be required to open more than one joint in 20 

M of pipe though if the defect be found the Engineer may direct 

them to open as many joints as be may seem necessary. 

32.0 CLEANING OF THE PIPES 

a) As soon as a stretch of pipes whether of stoneware or cast iron or 

R.C. pipes has been laid complete from manhole, the contractor 

shall run through the pipes both backwards and forwards a double 

disc or solid or closed cylinder 75 mm less in diameter than the 

internal diameter of the pipes. The open end of an incomplete 

stretch of pipe line shall be securely closed as may be directed by the 

Engineer to prevent entry of mud or silt etc. 

b) If, as a result of the removal of the obstruction, the Engineer 

considers that damages may have been caused to the pipe he shall 

be entitled to order the length to be retested at the expense of the



Contractor. Should such retest prove unsatisfactory, the Contractor 

shall, at his own expense, amend the work and carry out such 

further tests as are required by the Engineer. 

c) If shall also be ascertained by the contractors that each stretch from 

manhole to manhole is absolute clear and without any obstruction 

visual examination of the interior of the pipe line suitably 

enlightened by projected sunlight or otherwise. 

33.0 FRACTURE OF PIPES 

a) In the event of pipes being fractured after being to all appearances 

properly laid whether due to imperfect loads having being found or 

the material for refilling having being improperly selected or to any 

other causes, the contractor in every instance will be held 

responsible and will be called upon to replace the defective pipes at 

his own cost, if such defect appears before the expiration of the 

period of maintenance. 

b) Any pipe of length of pipe found to be defective shall be immediately 

removed and replaced at the contractors expense, and leakage 

joints shall be remade, the inspections tests shall then be repeated 

as often as necessary, until the whole line under inspection or test is 

accepted by the Engineer. 

34.0 ALL WORKS TO BE CLEARED, CLEAN AND PERFECT 

a) The contractor shall after completion or whenever required by the 

Engineer, prove all pipes and fittings to be clear, clean and perfect, 

and for this purpose shall, at their own expense and in the presence 

of the Engineer, or his appointee provide suitable instruments and



appliances and pass them through the pipes and shall if required, 

throw in water and show that it passed freely through every portion 

of the work. Brick, mortar and rubbish shall not be allowed to fall in 

into the manholes or sewer lines while fixing or if allowed shall be 

removed by the contractor at their own expense. 

b) The contractors to clean and use existing pipes met with 

The contractors are if and when required, to take up any existing 

pipes that be met with a clean and prepare them for reuse for such 

work they will be paid at the contact rates for excavation and filling, 

such excavation will be measured 0.90 M wide for 225 mm to 450 

mm pipes, 0.60 M wider for smaller pipes and only in case to the 

depth of pipes bed. The filling consolidation etc., shall be done as 

described for new rocks and under the same conditions in every 

respect. 

35.0 MEASUREMENT OF PIPES 

a) All pipes be measured according to the works actually done by 

them, and no allowances will be made for any waste in cutting to the 

exact length required. An exception to this will be made only in the 

case of short branches of 100 mm dia stoneware pipes, which be 

treated in the manner hereafter described with regard to fittings. 

The contractor shall be under obligation to use the pieces or part of 

the pieces out of from 100 mm stoneware pipes, if it be deemed by 

the Engineer practicable to do so and no further payment shall be 

made for the same to the contractor. A socket attached to a straight 

pipe will not be measured, but a spigot end of a straight pipe 

whether such end be free for entering into a socket will be measured 

to its full length. Pieces of cut pipe not used in the work will become



the property of the contractors except pieces of 100 mm dia 

stoneware pipes, for which they have been or may be paid direct. 

When a cast iron pipe may have necessary been cut for the 

exigencies of the work, the contractors will be given credit for the 

piece not used in work at the rate at which they are charged by the 

corporation provided that the cuttings have been properly done and 

the portion used in the work be sound. 

b) A bend, junction, or any separate piece of fitting which may have 

necessarily been cut for the exigencies of the work will be taken into 

account as if whole, provided that the cutting has been done 

properly and that the portion used in the work is sound. This clause 

shall not apply to a straight pipe under any circumstances except 

only to 100 dia stoneware pipes as hereinbefore described. In 

measuring the lengths of pipes laid, deduction shall be made for the 

lengths of channels between the inside face of the walls of the 

manholes. 

c) The cost of every joint between metal pipes or fittings and stoneware 

pipes or sockets or masonry shall be held to be included in the rate 

entered in the Bill of quantities and rates for the metal pieces 

connected with the stoneware pipe, socket or with the masonry. 

36.0 MANHOLES/CHAMBERS 

a) The Manholes/Chambers on the sewers shall be constructed in the 

form and of the dimensions shown on the drawings. The depth of 

the manholes shall be measured from the top of cover to the invert 

level of the manholes.



b) The Manholes/Chambers shall be constructed at places shown in the 

drawings of wherever directed by the Engineer. Type designs for the 

manholes are shown on the drawings but the actual dimensions 

shall in each case be determined by the Engineer as the 

circumstances may require. 

36.1 Construction of brick masonry manholes 

The walls of the manholes shall be built in brickwork in cement 

mortar and wall and the cap is plastered both from inside and 

outside with cement plaster 1:1. In the case of conical manholes, 

the walls shall be brought up to within 475 mm of the road surface 

over which 30 mm thick concrete cap of M-150 furncated conical 

shape as shown in the drawing and is cast in situ and shall be 

covered over with a cast iron frame and cover or cast iron plate with 

a cast iron frame and cover as may be in each case be required by 

the Engineer. Whether rectangular manholes are to be constructed 

the brick walls shall be brought up to with 100 mm to 150 mm as 

required, of the road surface and shall at this depth be covered over 

with a reinforced cement concrete slab with an opening of the site 

and in the position as directed by the Engineer. The opening shall 

be formed by means of joists of sizes as shown on drawings, resting 

on the side walls and embedded in the slab. On these joists as 

support wall of brick in cement shall be erected and brought upto 

within 475 mm of the road surface where they shall be covered with 

cast iron frame and cover etc. as described above. The work shall 

be properly added and the courses brought up in regular and 

uniform manner.



37.0 RATE OF MANHOLE 

The rate to be quoted in the bill of quantities and the rate for the 

manholes shall include complete structure, concrete cap, plastered 

with cement both inside and outside, bottom concrete and channel 

or channel with the C.I. frame and cover C.I. sheets, etc. everything 

complete as type design drawing including 3” x 3” (75 mm x 75 

mm) vata all round the extended wall at its junction with the hedding 

and including cutting the pipes flush with the inside plaster of the 

wall of flush without excavation and rubble soling if required 150 m 

dia, vertical pipe 150 mm dia, S.W. double tee junction 150 mm dia 

S.W. right angled bend, etc or branch connection will be paid for 

separately. 

38.0 GUIDELINES FOR CONSTRUCTION OF ADDITIONAL MANHOLES 

Additional manholes is constructed on the sewer line so as to 

facilitate:- 

1. Cleaning the body of the sewer if the length between the manhole is 

more than 30 M (100 feet) 

2. To eliminate the body connection by constructing the manhole at the 

above place so as to eliminate frequent chokes. 

3. The purpose of constructing additional manhole is to facilitate 

cleaning of the manhole and remove the silt upto the invert level 

and to facilitate removing silt from the body of the sewer by 

manually or by operating winching machines or to facilitate passing 

disc or operating acquitator or compressor or jetting machines or by 

any other mechanical means. 

To serve the above purpose, manholes should be constructed right 

upon the invert level of the sewer. For this purpose excavation is to 

be done upto the foundation level by the side of the pipe or avoid 

sewer without damaging the pipe or ovoid sewer.



In pipe sewer sufficient bedding of concrete should be placed and 

walls should be constructed of the standard thickness on the 

foundation upto the top of road level as per standard design of 

circular manholes. In ovoid sewer walls should be constructed upto 

the top of the arch and concrete beams should be provided above 

the ovoid sewer in a rectangular shape, so that the weight of 

masonry above does not fall on the arch of ovoid sewer, and walls 

should be constructed upto road level as per standard design of a 

rectangular manhole (including steps). After all, the plaster work is 

done and frame and covers are fixed above usual 0.30 M (1.’0”) 

thick concrete block. The top of the pipe or the ovoid sewer should 

be broken. This should be done by person standing top of the road 

level, by using long crow bars by heavy weight fixed at the bottom or 

by some other mechanical device. As getting inside the manhole 

and breaking with sledge hammer or chisel may cause sudden raise 

in level of water or poisonous gas may com out suddenly and may 

endanger the lift of the workman. 

After sufficiently big manhole is made in the arch of pipe, four 

manholes should be kept open in the stretch where manhole is to be 

constructed, two on upstream side and two on downstream side. 

The manhole covers should be kept open for an hour and tests are 

carried out viz. Davy’s safety lamp, lead acetate paper test and 

candle test. After the tests are successful another workman should 

get down in the newly constructed manhole preferably when the 

channel condition is seen on the manhole upstream or downstream 

side. He should apply coconut oil all over body and after tying rope 

around his waist and the other end held by another workman at the



top the work man should get down the manhole and chisel the pipe 

ends or ovoid arches ends so that the same is in flush with the wall 

of the manhole. Plaster in cement mortar 1:1 or if a big gap is 

there, concrete should be placed over exposed surface. 

(1 : 11/2:3 c.c.) 

The manhole should then be cleared of all debris etc. and should be 

thoroughly cleaned and handed over to CIDCO, if the manholes are 

constructed above main sewer, it should be shown to the Engineer, 

before handing over to the CIDCO. 

No utility service should be allowed to remain inside the manhole. 

Care should be taken to shift the same outside manhole. 

Steps should be provide on the side or place where there are no 

connections. 

After completing the work, the same should be handed over to 

CIDCO for maintenance. A copy of the memo acknowledging the 

taking over should be handed over to the respective superintending 

Engineer (Construction). 

38.1 Drop Arrangement 

The rate of providing 150 mm, 230 mm dia vertical drop 

arrangement 0.60 M high in manholes with drop arrangement will 

include : 

1. i) Providing 150 mm, 230 mm, 300 mm dia S.W. pipe of 

required length embedded in the masonry of the manholes at 

the upper and lower ends of the drop arrangement.



ii) Providing and fixing 1 No. 150 mm, 230 mm or 300 mm 

S.W. right angled bend and 1 No. 150 mm x 150 mm x 150 

mm, 230 mm x 230 mm x 230 mm or 300 mm x 300 mm x 

300 mm S.W. double tee junction including cutting the ends of 

required and jointing and filletting as specified. 

iii) ½ brick thick 1:2 brick masonry encasement all around with 

extra brick work below the bend upto the excavation level of 

manhole and that in the tapeing portion of the manhole 

including curing and finishing smooth with cement plaster 20 

mm thick 1:1. 

iv) Plugging the open mouths of the double tee junctions and 

house connection pipes where directed so as to make them 

water tight. 

2. The rate for extra each meter height of 150 mm, 230 mm, 300 mm, 

vertical drop arrangement shall include the following : 

i) providing 150 mm, 230 mm, 300 mm S.W. pipes including 

cutting, jointing, filletting etc. all complete. 

ii) ½ brick thick 1:2 brick masonry encasement all round 

including curing and finishing smooth the exposed surface 

with cement plaster 20 mm thick 1:1. 

3. For the payment of the items of vertical drop arrangement the height 

will be measured from the invert of the right angled bend to the 

invert of the sewer or house connection that is being dropped 600 

mm height being paid under the item of ‘Providing arrangement 

and the remaining height under the item of Extra per Metre height of 

drop arrangement.



4. In case of drop arrangement above 300 mm dia, the class of R.C. 

pipe used shall be NP 2 class. It shall consist of right angled bend 

of required diameter and double ‘T’ junction. It will be surrounded 

by ½ brick thick masonry (1:2) encasement all round with extra brick 

work below etc. as mentioned above. 

39.0 FLOORS AND HALF CHANNEL PIPES 

40.0 STEPS 

The floors shall consist of cement concrete. Salt glazed or concrete 

of R.C. half channel pipes of the required size and curves shall be 

laid and bedded in cement on the concrete base to the same line 

and fall as sewers unless otherwise directed. Both sides of the 

channel pipes shall be benched up in concrete and rendered in 

cement mortar 20 mm thick and formed to a slope of not less than 1 

in 12 to the channel. 

Where the depth of the invert exceeds 0.20 M below the surface of 

the ground, cast iron steps weighing not less than 5.44 kg. And of 

approved pattern shall be built at every four courses or 40 cm 

intervals in concrete manhole with such additional hand irons as 

may be necessary for safety. The first step shall be provided at 0.6 

M below the road surface or top of manhole cover. 

41.0 SAFETY CHAINS 

Safety chains shall be made of alluminium alloy as approved by the 

Engineer.



42.0 LADDERS 

Except where otherwise specified ladders shall be of alluminium 

alloy of approved design and manufacture. 

The ladder rings shall be at 300 mm centres and the stringers 400 

mm apart strong support stays shall be provided on both sides of the 

ladder at not more than 2.5 M centres. 

Pipes entering and leaving manhole : 

Whenever a pipe enters or leaves, manholes, bricks on edge laid 

around the upper half of the pipe so as to form an arch. All round 

the pipe, there shall be a joint of cement mortar 13 mm thick 

between it and the bricks or cement concrete. The ends of all pipes 

shall be properly built in and neatly finished of with cement mortar. 

The pipe projections are to be cut so that the ends are flush with 

plastered surface. 

Vent shafts 

Vent shafts are to be provided at the heads of all sewers and also 

where as shown on the drawings or as directed by the Engineer. 

The height and the material, whether galvanized sheet iron or cast 

iron or R.C. shall be decided by the Engineer. 

43.0 NEAT CEMENT 

In using neat cement it shall be carefully moistened with little water 

as may serve to bring it to the required consistency. Only so much 

as can be used quickly shall be mixed at one time, and no cement 

after it has begun to set shall be allowed to be worked up again, but 

shall be rejected and removed from the works.



44.0 CONCRETE SHINGLES 

45.0 MATERIALS 

a) Cement 

The whole of the shingle for concrete shall be obtained from the bed 

bank of river. It shall be free from shells and well washed, clear 

from earth and every other impurity. 

All cement for use on the works except otherwise stated shall be the 

standard portland cement manufactured in India and shall conform 

to the I.S. 269 latest version. It shall be of make and quality 


The cement shall be stored in weather proof godown or cement soils 

specially constructed for the purpose of such a manner as a to 

prevent deterioration due to moisture or intrusion of foreign matter. 

The weather proof godown shall have a solid impervious floor raised 

300mm above the general ground level so that the cement stored 

thereon shall not come in direct contact with the sub-soil moisture. 

The passages and the general construction shall be such that it 

affords full protection from weather effects. Large stocks of cement 

shall not be kept at the works but only sufficient quantities should be 

kept to maintain continuity of the work. 

Storage of cement 

If cement is supplied in bags a suitable weighing scale shall be 

provided and shall required by the Engineer be used for checking 

the weight of every bag at the Contractor’s expense. Bags under 

weight by more than 2 per cent of the nominal weight shall be 

rejected and removed from the site.



No cement that has been stored for more than 90 days ordinarily be 

allowed to be used on the works. Cement stored for longer period 

than 90 days shall be used on work only with the specific written 

permission of the Engineer who shall ascertain its quality after due 

testing in the laboratory before giving such permission. All expenses 

in connection with the test shall be borne by the contractors. 

For testing the quality of cement, samples shall be taken from every 

consignment arrived at the site of work at the option of the Engineer. 

The contractors shall afford every facility to the Engineer for 

inspection and sampling the cement. The cement godown shall be 

so arranged by the contractors that each consignment could be 

stacked separately and in such a manner so as to allow counting 

bags in each row with case. The test results shall, ordinarily, be 

available within a week of sampling and the contractor shall not use 

by any part of the consignment until the results of the tests are 

received and found satisfactory. Should, however, the use of such 

cement becomes imperative before the test results are received, the 

contractors may do so entirely at their own risk and cost and the 

whole of such work carried out by them is liable for rejection, if the 

tests results are found unsatisfactory. Any consignment failing to 

meet the requirements of I.S. shall be rejected and shall be removed 

from the work site within 48 hours of the intimation from the 

Engineer. The decision of the Engineer in this respect shall be final 

and binding on the contractors. 

The charges in connection with the testing of cement such as 

transport of samples, testing fees, etc. shall be borne by the 

contractors.



b) Aggregates 

The cement used in any type of concrete shall always be measured 

by weight and one cubic metre shall be taken as weighing 1440 kgs 

(Table-30 of A.C.C. Hand Book) 

All the aggregates shall confirm to the latest I.S. 383. The 

aggregate shall consist of naturally occurring sand and gravel or 

stone crushed or uncrushed or a combination thereof. They are 

classified broadly under two categories, viz (i) Sand of fine 

aggregates and (ii) coarse, aggregates, depending upon their size. 

The fine aggregates are those which pass through I.S. sieve No.480. 

And the coarse aggregate are those which retained on I.S. sieve 

480. 

i) Storage of Aggregate : 

The fine and coarse aggregates shall be stored separately and 

in such a manner that segregation of the various sized 

particle shall not occur, the stock shall be formed on a 

platform of weal concrete timber or similar approved hard 

standing and aggregates shall be kept clean and free from 

foreign substances. 

ii) Aggregates shall not be unloaded on to roadways or 

pathways the Engineer may reject any stock pile or part of a 

stock pile if improper storage has, in his opinion, caused 

contamination with foreign substances. 

iii) Storage pipes of aggregate shall be arranged with proper 

drainage and protection from rainfall in order to prevent 

excessive changes in moisture content taking place during 

concreting.



iv) The aggregates both fine and coarse shall be hard, strong, 

durable clean, free from veins and adherant coatings. The 

use of flaky and elongated pieces of aggregates shall be 

prohibited. 

v) The aggregates shall not contain deleterious materials such as 

iron pyrite, coal, mica, shale or similar laminate material, 

clay, alkali, soft fragments, sea shells, organic impurities etc. 

in such quantity as to affect the strength of durability of 

concrete or the reinforcement embedded in such reinforced 

concrete. 

vi) The maximum quantities of deleterious material they may be 

permitted shall conform to the following limits by weight. 

Deleterious substance 

Fine aggregates 

percent by weight 

Coarse aggregates 

percent by weight 

Uncrushed Crushed Uncrushed Crushed 

1. Coal and lignite 1.00 1.00 1.00 1.00 

2. Clay lumps 1.00 1.00 1.00 1.00 

3. Soft fragments -- -- 3.00 -- 

4. Material passing 

through 75 microsieve 

3.00 3.00 3.00 1.00 

5. Shale 1.00 -- -- -- 

vii) The total of various deleterious materials occurring in any 

sample shall, in no case, exceed 5 per cent. 

viii) If the aggregate supplied in unclean, it shall be washed. If it 

is not properly graded, it shall be screened by hand or by 

mechanical means and the various sizes proportioned to get 

the required grading.



ix) Storing of aggregate on dusty, muddy and grassy spots shall 

be avoided. They shall be stored on the works in such a 

manner as to prevent intrusion of foreign matter and 

protected from exposure to dust. They shall be placed in stock 

piles in individual units of suitable sizes and in suitable layers 

to prevent segregation. They shall not be allowed to run down 

slopes. 

c) Sand or fine aggregates 

All fine aggregates shall consist of clean, hard, strong, durable 

uncoated siliceous gritty material consisting of well graded particles 

obtained from rock fragment. It shall be free from clay lumps 

injurious amount of dust, mica shells, soft or flaky particles, shale, 

alkali, organic matter load or other deleterious substances. 

i) The sand shall be taken from source approved by the Engineer. 

The sand or fine aggregate shall conform to the latest I.S. No.383. 

ii) If the Engineer considers it necessary, it shall be washed and/or 

screened before use, at the expense of the Contractors. 

iii) The sand shall have a fineness modulus of not less than 2.5 and 

not more than 3.0 and the grading shall conform as far as 

possible to the following analysis. 

I .S. Sieve No. Natural sand or 

crushed gravel 

Percent passing 

Crushed Stone 

480 95 – 100 90 – 100 

240 70 – 95 60 – 90 

120 45 – 85 40 – 80 

60 25 – 60 20 – 50 

30 5 – 30 5 – 30 

15 0 - 10 0 – 15



iv) The specific gravity of sand shall not be less than 2.6. 

v) In no case shall fine aggregate be accepted, containing more than 

2% by dry weight not more than 3½% by dry volume, not more 

than 5% by dry volume of clay, loam or silt. If any sample of fine 

aggregate shown more than 5% of clay, loam, silt in one hour’s 

settlement after shaking in excess of water, the lot represented by 

the sample shall be rejected. 

vi) The following two field tests are recommended for ascertaining the 

percentage of clay lumps and impervious organic material and the 

contractors shall carry out the same if the Engineer deems 

necessary. 

1. Test for determining silt in sand 

Fill a calibrated tumbler with sand to half its volume and 

water there to until the tumbler is three quarters full. Shake up 

the mixture vigorously and allow it to settle for about an hour. 

The volume of silt visible on top of the sand shall be measure. 

If the volume of the silt standing over the sand exceeds 5% of 

total volume of sand. The same shall be rejected. 

2. Colorometric test for organic impurities 

The sample of sand shall be mixed with equal volume of 3% 

solution (about one ounce, in a quarter of water) of caustic 

soda/sodium hydrauxide taken in a plain glass and the 

mixture shall be allowed to stand for 24 hours. The liquid 

standing above the sand shall not be darker than lights straw 

(pale yellow) colour. If the colour is marked yellow or brown, 

the test would indicate presence of organic material in 

excessive amount.



d) Coarse aggregates 

In case suitable sand is not available in adequate quantities 

within a reasonable and economical limit, the contractor may 

be allowed to use the crushed or pulverised stone or gravel 

either alone or mixed within natural sand in parts. The stone 

or gravel shall be clean sharp and free from dust etc. and 

shall conform to the latest I.S. 383. 

The percentage of crushed stone to be mixed with sand shall 

be such as to obtain in fineness modulus of the blended sand 

within the limits specified above and/or as approved by the 

Engineer after laboratory test. 

All coarse aggregates used in concrete works shall consist of crushed 

rock gravel or other approved inert material. 

i) Broken or crushed rock from sound blue basalt or black trap 

free from zeolite or other common impurities shall be used in 

the concrete as coarse aggregate. The particles of aggregate 

shall be clean, hard, tough or elongated pieces. The particles 

of aggregate shall be clean, hard, tough durable, free from 

deleterious substance and shall contain no soft, flat or 

elongated pieces. The course aggregate shall have specific 

gravity not less than 2.6 and the water absorption measured 

after being immersed for 24 hours in water shall not be more 

than 6% by weight. The maximum percentage of deleterious 

materials in the coarse aggregate shall not exceed 5% by 

weight in the aggregate when tested in conformity with 

I.S.No.383.



ii) The nominal size if the coarse aggregate for reinforced 

concrete work shall be 20mm. Larger coarse aggregate upto 

40mm size may be used if approved by the Engineer, in plain 

concrete work. The maximum size of coarse aggregate shall 

be as large as possible within the limits specified but in no 

case shall be greater than one quarter of the minimum 

thickness of the member, provided that the concrete can be 

placed in form work without difficulty so as to surround all 

reinforcement thoroughly and to fill the corners of the form 

work. The minimum size of coarse aggregate shall be, as 

mentioned earlier, such as to retain most of the material (90% 

- 95%) on I.S. Sieve No.480. 

iii) The aggregate shall be screened and, if necessary, blended to 

Sieve Size 

give the required grading when tested in the laboratory at 

Contractors cost by means of standard mesh sieve, the 

grading shall fall within the following limits. 

Percentage retain by weight 

Plain C.C. R.C.C. 

40 mm -- -- 

25 mm 10 to 15 -- 

20 mm 35 to 40 15 to 0 

10 mm 75 to 80 100 to 80 

No.480 98 to 100 100 to 95 

The percentage given above are for guidance and the Engineer 

reserves the right to modify the same to any other lower or higher 

value if considered necessary by him. In consolance with the 

requirements of the work.



iv) In the event of undesirable segregation occurring in coarse 

aggregates, the contractors shall separate the coarse aggregates in 

two or more suitable fraction as directed by the Engineer, who 

shall set up the required limit of each such fraction. The grading 

so specified shall be such as to give a dense, water tight concrete 

of specified proportion and strength and required consistency. 

v) The Engineer shall have the right and authority to carry out routine 

control tests and analysis of the broken rock at any stage of the 

work processing and/or concreting operation and the contractors 

shall give all necessary facilities in respect of such testing. The 

sampling and testing shall be carried out as per Standard I.S. 

practice entirely at the cost of the contractor. 

e) Water 

The water used for the preparation of concrete, for washing sand 

etc. and for curing shall be clean and free from objectionable 

quantities of silt, organic material, acid, alkali, salts, oil and other 

deleterious impurities and it shall be obtained from the sources 

approved by the Engineer. Potable water shall generally be found fit 

for preparation of concrete. The quantity of water to be added shall 

generally be properly measured and controlled. 

iii) Water cement ratio 

Suitable water cement ratios for the different mixes and used 

shall be determined in consultation with the Engineer and they 

shall generally not be exceeding 0.5 (i.e. 50% by weight), the 

exact values being fixed after taking into account all relevant 

factors such as strength required, weather condition, water 

absorbed by material, work ability and slump required 

consistent with the work requirements, methods of compaction 

etc.



45.1 CONCRETE 

All cement concrete, whether used in R.C.C. work or plain concrete 

work shall M-150, M-200 and M-250 as per latest I.S. code. 

45.2 CONTROL AND TESTING OF CONCRETE 

Following tests shall be carried out at the site whenever required by 

the Engineer in accordance with I.S. 516 (latest). 

a) Works Tests – 7 days and 28 days compressive strength test. 

b) Consistency Test 

c) Moisture contents in aggregates 

d) Unit weight of concrete 

a) Work Tests 

During concreting operation, samples of concrete as placed in 

the work shall be taken every day and a set of six cubes of 

cylinder shall be made therefrom for being tested for their 

compressive strength, the consistency (slump) test shall also be 

made and slump required. 

All concrete cubes or cylinders shall be tested for compressive 

strength as specified under I.S. 456 and 516 at the CIDCO 

laboratory generally as per specifications under the latest I.S. 

456 and 516. The above specification cover concrete mixes 

of grades M-150 and above. Ordinarily it is not necessary to 

test the compressive strength of mix of grade M-150 at it is 

generally used for non-structural purposes. However, where 

the mix M-150 is used extensively on works (i.e. more than 

75% cu.mt. of concrete is to be placed at one time in any 

work), it shall be tested in the same manner as other grades



of concrete used for structural purposes. The minimum 

strength of various grade of concrete both at the age of 7 

days and 28 days are as per I.S. specifications. 

In the case of concrete of mix M-150 and above, the 

Engineer may not insist on the testing of concrete if the 

quantity of concrete to be laid on any particular day is less 

than 10 cu.m. If, however, the quantity excess 10 cu.m. test 

specimens must invariably, be taken and sent to the CIDCO 

laboratory for testing. 

Specimen shall be made for every sample and three of them 

tested for 7 days strength. As mentioned earlier, the 28 days 

strength of concrete shall alone form the criteria for 

acceptance or rejection of the concrete samples shall be tested 

both for 7 days strength as well as 28 days strength at the 

start of the work and this shall be continued until the Engineer 

is satisfied that a proper relation between the 7 days 

compressive strength and 28 days compressive strength is 

established, in which case he may decide to relax the 

frequency of testing the concrete cubes for the 28 days 

compressive strength. 

If the average of strength of the specimen tested at the age of 

7 or 28 days is not less than the strength specified in I.S. 

specifications, the tests shall be considered satisfactory, subject 

to the condition that only one out of three consecutive test may 

give a value less than the specified strength but not less than 

90% of the specified strength. If the tests are unsatisfactory,



the Contractors shall take immediate steps to carry out 

remedial measured as may be directed by the Engineer in 

respect in respect of such works entirely at the risk and cost of 

the contractors. Failure of a sample in test may entail partial 

or whole demolition of such work, heavy penalties, black- 

listing of the contractors concerned and/or such other similar 

steps. The results of the tests conducted by CIDCO laboratory 

shall be taken as final and binding on the contractors. In 

case of any disputes, the decision of the Chief Engineer shall 

be binding on the contractors. 

A record showing the location of test specimen and daily 

progress of the work done shall be maintained by the 

Engineer in charge and shall be countersigned by the 

Contractors or their representatives. In case record maintained 

by the Engineer in charge is not signed by the Contractors or 

their representative the record kept by the Engineer shall be 

considered as correct and binding on the contractors. In case 

of any dispute the decision of the Chief Engineer shall be 

binding on the contractors. 

The CIDCO Material Testing Laboratory is at present situated 

at Sanpada. The Contractors shall deliver the specimen for 

testing at this laboratory at their own cost in their own moulds. 

The contractors shall pay usual testing fees for the tests carried 

out in the Corporation laboratory. This fees may vary from 

year to year, as sanctioned by the competent authority.



b) Consistency-Slump Test 

The workability of concrete shall be checked at frequent 

intervals. The slump test shall be carried out in accordance 

with the standard method given under the I.S. specifications 

mentioned above. The slump shall be as small as practicable, 

consistent with the efficient working and compacting of 

concrete. The slump shall not exceed 64mm, but the Engineer 

may, under exceptional conditions permit greater slump upto 

a limit of 150mm. 

The standard consistency test shall be applied every time at 

each mixture when test cubes are taken for the works 

compressive strength test. 

c) Moisture Contents in the aggregates 

The moisture contents in the aggregate shall be determined 

in the field in accordance with the latest I.S.No.2386 (part-III) 

Method of Test for aggregates for concrete. 

d) Unit weight of concrete 

It shall be determined by passing placing representative 

samples of concrete in unit measure capacity and vibrating it 

externally by small vibrator or hand compacting to represent 

actual placing condition. The top of the concrete shall then be 

made truly flush with the top of the mole and the weight of the 

concrete per cu.m. determined after curing and drying. The 

weight of dry concrete shall be between 2400 to 2625 

kg./cu.m.



A complete record regarding various tests carried out at site 

and in the laboratory shall be kept by the Engineer. The 

contractor shall provide at their own cost all facility for labour, 

material, transport etc. required for the proper execution of 

the above test. 

Any concrete which does not comply with the above 

requirement shall be liable for rejection by the Engineer. 

Gauge Boxes 

Gauge boxes approved type shall be used for measuring sand and 

coarse aggregate in required proportion whenever concrete is 

allowed to be prepared by mixing the aggregate on volumetric 

basis. Such boxes shall be of seasoned timber or steel and shall be 

of such size and shape and shall be used in such a manner as to 

enable the proportion of the material to be checked readily. The 

cement used in concrete is however shall not be used by measuring 

it is gauge boxes, but it shall be measured by weight, whatever may 

be the type of concrete. 

45.3 STORAGE OF MATERIAL 

Cement, fine and coarse shall be stored separately at the site of 

work in such a manner as to prevent any deterioration of 

contamination or admixture of foreign materials. Any material 

which has been damaged or is considered defective by the Engineer 

shall not be used on the works and shall be removed immediately 

from the site of works.



45.4 MANUFACTURE AND PLACEMENT OF CONCRETE 

a) Batching 

Whether controlled or ordinary concrete is to be mixed, the 

quantity of cement shall be determined by weight. If the 

mixers weight per bag is to be used, the same shall be verified 

by weighing separately a reasonable number of bags. 

Whenever direct use of bagged cement is allowed, one jute 

bag of cement shall be considered to contain 50 kg of net 

weight of cement. This shall, however, be verified at site by 

weighing for which the contractors shall provide an accurate 

weighing apparatus on work sites. 

Having once decided the mix, the Engineer may permit 

further mixing of the aggregate to be done on volumetric 

basis for a particular batch or stock of aggregate which has 

been used in the design of a mix. 

The water shall be either measured by volume in calibarated 

tanks or weighed. 

The volumetric measurement gauge boxes of approved type 

as described earlier shall be used for measuring the fine and 

coarse aggregate in required proportion. 

b) Mixing of Concrete – Trial Mixes 

i) Before concreting commences, the Contractor shall, at his 

own expense, make trial mixes to determine the mix 

proportions required to produce the strength specified for 

each class of concrete and for each degree of workability 

required.



Only materials which the Contractor intends to used for 

concreting on the works shall be used in preparing these 

mixes. 

ii) The workability of each trial mix shall be recorded. 

iii) The concrete shall be mixed in a mechanical and/or weigh 

batch mixer of adequate capacity. The ingredients shall be 

added to each batch of mix by weight, volume or both as the 

case may be so as to ensure accurate proportioning. Water 

for each batch of concrete shall be measured in a standard 

container so as to ensure the same amount of water being 

used each time and to during the following mixer charging 

operation. The mixing of each batch shall be done for a 

period of not less than two minutes or shall continue until 

there is a uniform distribution of materials, having the mass of 

uniform colour and consistency. Every care shall be taken to 

ensure that there is not segregation while unloading the 

mixture. 

iv) Mixing shall be done as near the place of placement as 

possible and adequate shed shall be constructed over the 

mixer to protect the discharged concrete from the effect of 

direct sun rays. Small additional amount of water, if 

necessary, shall be allowed to be added to the mixer to 

compensate for any anticipated evaporation losses during 

transport. 

v) The quantity of water to be added shall be sufficient to allow a 

workable mix being made, tamped and virated into all part of 

the mould and between the reinforcement.



46.0 DEFECTIVE CONCRETE 

The defective concrete shall be cut out and the work reconstructed 

with fresh concrete of required quality in the presence of the 

Engineer. The concrete thus cut out shall not be reused under any 

circumstances. Should any concrete become permanently damaged 

due to cracking or broken or damaged from whatever cause or 

should any concrete be found defective in quality due to honey 

combing or bad workmanship, it shall be removed forthwith and 

replaced by concrete of required quality at the cost of the contractors 

to the satisfaction of the Engineer. 

47.0 CONSTRUCTION JOINTS 

a) Construction joint shall be of an approved shape and shall be 

vertical or horizontal as required except that in inclined or curved 

member the joint shall be at right angle to the axis of the 

member. The joints shall be formed only in placed approved by 

the Engineer. 

b) Construction joints shall be provided in the positions described on 

the drawings or elsewhere and where not so described shall be in 

accordance with the following. A joint shall be formed 

horizontally at the beams meeting at the head of column. 

A joints shall be formed in the rib of a large tee beams and all 

beams and 25mm below the soffit of the slab. Concrete in a 

hunch or a splay on a beam or a brace and in the head of 

column. 

Where one or more beams meet, shall be placed without joint at 

the same time as that in the beams or brace. Concrete in the 

splay at the junction of a wall and slab shall be placed without a



joint, at the same time as that in the slab. Concrete in a beam 

shall be placed throughout without a joint, but vertical and at the 

middle of the span. 

c) Main construction joints are to be keyed by the used of batterns 

placed in the concrete and subsequently removed before placing 

new concrete against concrete that has already set or hardened, 

the face of the old concrete shall be cleaned and roughened and 

scum and loose aggregate removed therefrom leaving a surface 

of clean exposed aggregate. Immediately before placing the 

new concrete the face shall be thoroughly wetted and a coating 

of net cement ground applied there to. The new concrete shall 

be well rammed against the prepared face before the grout sets. 

d) Construction joints in the floor and walls of water retaining 

structures are to be formed as specified for other joints and in 

additions and approved water stop shall be used. Stop shall be 

rubber of P.V.C. not less than 150mm wide and 10mm thick with 

concrete in an approved manner and joints in the water stop are 

to be bounded/welded together for the full width of the strip. 

48.0 PERMANENT JOINTS 

a) Expansion joints, contraction joints or other permanent structure 

joints shall be approved in the position and of the form as 

detailed in drawing and fully described in the Bill of Quantities. 

b) Expansion and contraction joints shall be formed by casting the 

concrete against the joining material. The material shall be 

lightly but securely fixed to the shuttering forming the joint and



the concrete bonded to the material. During re-fixing shutters 

and preparing for the second pour of concrete, all necessary 

precautions must be taken to protect the jointing material. The 

concrete on the second pour shall be thoroughly compacted 

against the material, care being taken with the compacting 

vibrators and tools to avoid damage to the material. 

c) The sealing of expansion, contraction joints etc. shall be effected 

by forming a triangular revete, central over the jointing material. 

The jointing material shall be neatly cut back, where necessary to 

the rear of the rebate. The rebate shall be primed and sealed 

with the approved compound and the face of the sealer pointed 

or trimmed to a near straight edged line. 

d) Lead transfer joints shall incorporate dowel and/or link bars in 

the positions and forms indicated on the drawings. On half of 

the dowel or link bar shall be firmly cast and bounded into the 

concrete. The second part of the bar cased in the second 

concrete pour shall be wrapped with paper fitted with a 

cardboard cylinder or painted with an approved bitumen paint to 

prevent the establishment of any bond. 

49.0 EXPANSION JOINTING MATERIAL 

Expansion jointing material shall be supplied in the required 

thickness and width required and no multi layer joints will be 

permitted. The material shall comprise at an approved cellular 

material with a high degree of recovery after crushing and the 

material shall be thoroughly impregnated with a suitable 

preservative.



50. FORM WORK 

a) Material 

All form work for concrete works shall be made either of planed 

and matched timber or M.S. plates. The timber for the form work 

shall be hard wood dry and well seasoned. It shall not be so dry 

as to absorb water from concrete nor shall it be so green as to 

shrink after erection. When steel plates are used for forms, the 

plates shall be free from wrinkles, dents, lumps or other 

imperfections. The timber boards or steel plates shall have 

sufficient thickness to withstand the construction loads and the 

pressure exerted by the wet concrete as well as vibration during 

placing of concrete. Normally the thickness shall not be less than 

38mm for timber and 18 gauge 18 M.S. Plates. However, in 

case where depth of concrete to be poured in the formwork is 

small, the thickness of timber planks may be reduced in 

consultation with the Engineer. 

b) All forms shall conform to the shape, lines, dimensions as shown 

on the plans of the concrete members. The form works shall 

include all wedging, bracing, tierod, clamps, stop of boards and 

other devices necessary to mould the concrete to the desired 

shape. The formwork shall be so constructed as to remain 

sufficiently rigid during the placing and compacting of the 

concrete and shall with-stand the necessary pressure, ramming 

and vibration without any deflection from the prescribed lines and 

curves. It shall be properly strutted tight to prevent loss of liquid 

slurry from the concrete. It shall be strongly and firmly erected. 

The mould shall be planed smooth, free from knots, holes, open 

joints and other imperfection. The use of bolts passing through



concrete members which form parts of any water retaining 

structure shall not be permitted for the purpose of securing and 

aligning the form work. The form work shall be so arranged as 

to permit easy erection initially and later easy removal without 

jarring or disturbing the concrete wedges and clamps shall be 

used wherever practicable instead of nails. 

Where the depth of form work exceeds 1.5 metres, the 

contractors shall keep one side partly open, from which the 

concrete could be placed and the planking on the open side 

could be raised as the work proceeds. This will avoid 

segregation of material in concrete and also facilitate its proper 

vibration. 

Before concrete is placed, all rubbish shall be removed from the 

interior of the forms and surface of the forms work in contact with 

the concrete shall be cleaned and thoroughly wetted. The inside 

surface of the form work shall be treated with a coat of line, oil or 

any other material approved by the Engineer. Care shall be 

taken to see that the above approved composition is kept out of 

contact with the reinforcement. The slab centering shall be 

covered with double war water proofing paper or tar paper or 

polythene sheet as directed by the Engineer. 

c) Waterproof Paper 

Waterproof building paper shall comply with B.S. 1521, 1949 for 

road works, it shall be of class ‘B’. 

Where no special finish is desired such as slabs, columns in the 

reservoir etc. and where form finish is acceptable, the form work 

may be prepared out of ‘Anchor’ brand plywood for similar



material which shall give a good finish to the concrete surface 

finish. For work which are of respective nature, such as column 

footings, pedestals for pipe pedestal footing. The formwork shall 

be fabricated out of steel plates and structurals to obtain uniform 

finish throughout the work. In call cases the form work shall be 

inspected and approved by the Engineer, before any concreting is 

started. The contractors shall however, be solely responsible for 

the proper design, adequacy and stability of the formwork. If at 

any time in the opinion of the Engineer, the formwork provided is 

not considered sufficiently rigid and/or is defective the contractors 

shall improve or strengthen the same in such a manner as the 

Engineer may direct. 

d) Removal of form work 

In no circumstances shall forms be stuck off until the concrete 

reaches adequate strength as required or without obtaining 

permission of the Engineer. All form work shall be removed 

without such shock or vibration as would damage to concrete. 

Before the soffit and the strats are removed the concrete surface 

shall be exposed where necessary in order to ascertain that the 

concrete has hardened sufficiently. The responsibility for the 

removal of the form work whether whole or part, shall rest 

entirely with the contractors who must nevertheless be guided by 

the opinion of the Engineer in this regard. The work of striking 

and the removal of form work shall be conducted in the presence 

of the Engineer and under personal supervision of a competent 

foremen in the employment of the contractor.



Generally nothing less than the following times should elapse 

between the filling in of the concrete and the removal of the 

forms. 

i) Vertical sides of slab, beams and columns 48 hours 

ii) Bottoms of slabs upto 15 ft/4.6 metre span 7 days 

iii) Bottoms of slabs above 15 ft./4.6 metres 14 days 

span. Bottom of beams upto 20 ft./4.6 metre 

span and Arch rib bottoms upto 20 ft./6 mt. 

Span 

iv) Bottoms of beams over 20 ft/6 metre span 21 days 

and arch rib above 20 ft./6 mt.span 

e) Surface treatment and finish 

When the form work is struck, all the faces of concrete shall be 

smooth and sound, free from voids and air holes. Any roughness 

or irregularity on the exposed surfaces shall be immediately filled up 

while the concrete is still green with cement ground, cement wash 

and/or 1:11/2 cement mortar properly trowelled and finished. Such 

patching of the concrete face shall be carried out with the permission 

of the Engineer. If the concrete is found honey-combed, the honey 

combed protion and whatever surrounding concrete that may be 

considered unsatisfactory by the Engineer shall be dismantled and 

fresh concrete of proper quality shall be reinstated at contractor’s 

cost.



51.0 DRY RUBBLE PACKING 

Dry rubble packing shall consist of a layer of uniform thickness of 

blue trap stone rubble carefully set on ground properly formed for 

the purpose. The stones shall be laid upon their largest face. The 

interstices between the rubble stone shall be filled up with stone 

chips and the whole packing made compact. If the packing be 

required for road work or other similar purposes, the layer of rubble 

shall be composed of large stones weighing not less than 30 kg. 

each. If the packing be required for flooring, the stone shall weigh 

not more than 2.25 kg. each. 

52.0 BRICK MASONRY WORK 

a) Materials 

a) Bricks - Bricks to be whole, sound, well burnt, free from cracks 

to ring when struck and not to crack or break when soaked in 

water or thrown on the ground on their flat face in a saturated 

condition from a height of 60 cm, regular in shape and uniform 

size. They shall be of the best description obtainable in market 

and of the best quality and colour. They shall not absorb water 

more than 20 per cent of dry weight when immersed in water 

for 24 hours. They shall have a crushing strength of not less 

than 35 kg./cm. 

iv) Cement - Cement shall conform to the specification detailed in 

Clause No.88.



v) Sand - Sand shall conform to the specifications detailed in 

Clause No.88. 

b) Cement Mortar 

All cement mortar to be used on this work shall be in proportion as 

specified and directed by the Engineer. The ingradient shall be 

measured dry, be means of properly made gauge boxes on a 

covered platform and shall be thoroughly mixed dry before adding 

water to get the required consistency. Only such quantity of mortar 

shall be prepared at a time as can be used up immediately. Mortar 

after it has begun to set, shall not be allowed to be raked up again, 

but shall be rejected and the contractors shall removes the same 

from the work site immediately. 

c) Workmanship 

This brick work shall be carried out in a workman like manner and 

in perfect plumb, line and level as required. Brick shall be 

thoroughly cleaned, well watered or soaked in water for atleast 12 

hours before being used on the work. No broken bricks shall be 

permitted to be used except as closers. Good bond shall be 

preserved throughout the work both laterally and transversely. 

All bed joints shall be horizontal in vertical walls, radial in arches 

and at right angles for the slopes in battered walls. In walling, the 

courses shall be kept perfectly horizontal and rise in plumb. The 

vertical joints shall break joints with the course below and above. 

Use of bats shall be avoided as far as practicable. The joint shall be 

close and regular and shall not exceed 12mm in thickness. The 

bond shall be English Bond unless otherwise permitted by the



Engineer. The contractor shall provide at their own expense all 

moulds, tamplates, centres, scaffolding etc. as may be required for 

the proper execution of the work and nothing extra will be paid for 

the same. 

The mortar used should be stiff. The brick work shall be kept wet 

while the work is in progress for atleast seven days after completion, 

to the entire satisfaction of the Engineer. On Sundays and Holidays, 

when the work is not in progress, the masonry shall be watered 

continuously by engaging Bhisties. Watering shall be done carefully 

so as not to wash out mortar of the joints. The Engineer shall be at 

liberty to engage labours at contractor’s cost to water the work, 

should the Contractors fail to do so. Should the mortar perish i.e. 

become dry, while or powdery, through neglect in watering, the 

work shall be pulled down and rebuilt at contractor’s cost. 

The whole of the masonry work shall be carried up at one uniform 

level throughout but where breaks are unavoidable, the joint shall be 

made in good long steps, raked so as to prevent cracks arising due 

to separation of old and new work. All junctions of walls shall be 

formed at the time the walls are being built and cross walls shall be 

carefully bonded into the main walls. 

When new work is to be added to existing structing, the old work 

must be prepared to receive new work by roughening and grouting 

with a layer of rich mortar and both be carefully bonded together. 

During the rains the works to be carefully covered without extra 

charge so as to avoid mortar being washed away.



d) Colouring of Brick 

For colouring bricks, an earthern-ware box shall be provided a few 

cm longer each way than a common brick, and half filled with the 

liquid of the required description to about the consistency of thick 

crean. The brick to be coloured shall be laid on the iron-plate with a 

fire underneath and heated to a heat not too great to admit of their 

being handled. They are to be taken out one at a time and dipped 

into the liquid for a few seconds, and then placed on a table to dry 

(which they do in a few minutes). When dry, they are to be lightly 

washed in cold water and placed aside to dry agains. The material 

for the colouring liquid shall be linseed oil, turpentine and litharage 

with the proper colouring matter unless otherwise specified. 

Where yellow bricks are required, either Naosari yellow bricks or fire 

bricks of uniform colour shall be used. 

e) Cement Plaster to Brick Work 

Cement plaster shall be provided to brick masonry or rubble 

masonry wherever directed by the Engineer. 

1. Materials 

i) Cement 

ii) Sand 

Cement shall conform to the specifications detailed in 

Clause No.88 

Sand shall be conform to the specifications detailed in 

Clause No.88



2. Cement Mortar 

All cement mortar to be used on this work shall be in 

proportion as specified and directed. The ingredient shall be 

measured dry, by means of properly made gauge boxes, on a 

covered platform and shall be thoroughly mixed dry before 

adding water to get the required consistency. Only such 

quantity of mortar shall be prepared at a time as can be used 

up immediately. Mortar, after it has begun to set, shall not be 

allowed to be raked up again, but shall be removed from the 

work site immediately. Cement mortar shall be used within 

30 minutes after if leaves the mixing board or mill. 

3. Workmanship 

All stone or brick masonry shall be thoroughly wetted and 

joints raked to a depth of 12mm and walls washed. 

f) Pointing to Brick Work 

The whole of the exposed faces of brick work, cut-stone work and 

stone-paving when described as to be pointed are to have the joint 

raked out to a depth of a 13mm and pointed with cement and sand 

(unless otherwise described) in the proportion of one of cement to 

one fine sand flush with the face of the work and out straight, 

parallel and of uniform width.



The exposed faces of the rubble work are to be similarly pointed 

(When described as to be pointed) but the joints shall be raked out 

to a depth of 20mm and shall be irregular in direction. 

The above description of pointing shall apply generally to all classes 

except only as the pointing material which may in certain cases to 

be otherwise described in this specification. 

g) Bonding of old work with new work 

Wherever any new work meets the old, certain portions of the old 

work as may be ordered by the Engineer, shall be cut away in order 

that the new work may be properly bonded into the old. No 

payment will be allowed to the Contractors for cutting away any 

portion of the work done under this contract for the purpose of other 

similar work, or in such case for bonding and making good the 

same as above described. 

h) Cutting holes in new work 

Wherever any hole or other communication has to be cut into the 

wall or made with a drain or a sewer or a manhole or into or with 

other masonry, the hole or communication shall be cut or made 

neatly to the requisite size and pipe, tail piece, elbow or other article 

or work for which it is required shall be neatly and soundly stopped 

around with, or built in cement and sand (1 to 1). The rate of 

cutting the hole or that for the work for which the communication is



required shall include the cost of such stopping, that of any making 

good that may be required and also that of any arrangements which 

the contractors may have to make in order to stop the access of 

sewage or water during the execution of their work. No payment 

will be allowed to the Contractors for cutting out any portion of the 

new work for the purpose of other work under this contract, or in 

such case stopping and making good as above described. If the 

sewer or the drain into which hole or communication is to be cut is 

in a working condition and if there is likely hood of the workman 

being exposed to the danger arising from these wage gases, such 

work and also that of removing such stop or plug shall be done by 

the CIDCO staff trained for such work and under the supervision of 

a responsible officer as may be directed by the Engineer and the cost 

of such work will be borne by the Contractor. 

i) Protection of Work from Sun 

All cement work, pointing plastering and concrete work shall be 

shaded from the sun, and surface kept mostaned until, in the 

opinion of the Engineer it is thoroughly set. 

j) Definition of Incomplete Work 

A line or stretch of pipe sewer (including the excavation thereof and 

all other accessories thereto) will be considered incomplete unless 

entirely laid jointed and fully tested, encased wherever required the 

trenches filled and consolidated, and the manhole at each and



completely finished with floors, channels cover and all other detail. 

A manhole will be considered incomplete unless it is completely 

finished as above, and at least one of the lines of pipe sewer to 

which it belongs or it attached, is complete as described above. 

The Contractors shall have no claim for incomplete work and no 

incomplete work will be measured up for payment to the 

Contractors. 

53.0 MEASUREMENT FOR TRANSPORT OF RUBBLES 

Serviceable rock will be permitted to be used for refilling trenches. 

The measurement for the items of transport of rubble to specified 

distance will be either by lorry measurements or depot measurement 

as directed without deducting anything in quantities in excess of the 

calculated surplus material to be removed as per excavation item. 

54.0 CONTRACTOR TO OBSERVE ALL CONDITIONS 

The contractors are particularly directed to observe from the Articles 

of Agreement and the Specification what is to be included in their 

rate for the several portions of the work and also under what 

conditions payments are to be made.



55.0 Providing Lowering, Laying and Jointing RCC, pipe of 

NP-2/NP-3 class (spigot/socketed) of various diameter with rubber 

ring and cement mortar 1:3 in proper line, level and slope including 

curing etc. complete. 

55.1 GENERAL : 

The item provides for the supply and fixing of the spun concrete 

pipes of the specified class and diameter in position for the Cross 

Drainage works including necessary collars, conveyance and fixing 

in cement mortar 1:2. 


Concrete pipes shall be of the class and diameter mentioned in the 

item and shall comply with I.S. 458-1971. 

The collars shall be of the appropriate size for fixing of the concrete 

pipes specified on the drawing and shall comply with the I.S. 458- 

1971. 

55.3 FIXING : 

The cement mortar shall comply with the specification No.B.5(a), 

proportion of cement to sand being 1:2. 

The handling and laying of the concrete pipes shall comply with I.S. 

783-1985 code of practice of laying concrete pipes. 

The pipes shall be laid to the lines and levels shown on the drawings 

and the slope shall be 1 in 100 towards the down stream unless 

other slopes are specified on the drawing or as ordered by the 

Engineer. 

The ends of the pipes shall be flush with face of masonry or bell 

mouthed if so indicated on the drawings or ordered by the Engineer. 

Pipe of non - standard length may be used when standard length



pipes do not fit in between the face of walls. Otherwise extra length 

of standards pipes may be left projecting beyond face of masonry on 

the downstream. Such extra length will not be paid for. 

Diversions of the road if found necessary, shall be provided 

according to BR.1 at the cost of the contractor unless separately 

provided in the tender. 

The collar joints be cured satisfactorily. Till then the filling around 

shall not be done. 

55.4 ITEM TO INCLUDE : 

1) Supply, conveyance and fixing of the spun concrete pipes 

including collars, fixing in cement mortar 1:2 to the line, levels 

and slope. 

2) All labour materials, use of equipment and tools for 

completing the item satisfactorily. 

55.5 MODE OF MEASUREMENT & PAYMENT : 

The measurement shall be for the length of pipes provided and fixed 

with collars from the outside of one face wall to the outside of the 

other face wall, limiting the length to that specified in the plan, or 

ordered by the Engineer. 

The length shall be measured correct up to a centimeter. The rate 

shall be inclusive of all the projecting lengths. If any, projections 

being ignored in the measurements.




(WATER SUPPLY) 

1.0 EXCAVATION OF TRENCHES : 

For laying underground pipeline, trenches shall be excavated by the 

contractors whenever necessary and as directed by the engineer. If 

for any reason, the dimensions of the trenches are required to be 

altered from the normal section specified, either to suit the particular 

site conditions or form any special work, the same shall be done 

after obtaining permission of the engineer. Depth of trench would 

generally, be 1.0 metre but may vary to suit the level and grade of 

pipeline. When the pipeline is under a roadways, a minimum cover 

of 0.9 metre is to be kept. The width of trenches for pipeline shall be 

generally restricted to the width shown in the table below. 

Diameter of 

pipeline in mm 

Width allowed in 

meter 

Depth allowed in 

meter 

80 0.600 0.800 

100 0.600 0.800 

125 0.600 0.800 

150 0.600 1.100 

200 0.650 1.150 

250 0.700 1.200 

300 0.750 1.250 

350 0.800 1.300 

400 0.850 1.350 

450 0.900 1.400 

500 1.000 1.850 

600 1.000 2.050 

800 1.300 2.500



b) If pipe is to be laid below road where traffic is expected : 

Diameter of 



meter 


meter 

80 0.600 1.000 

100 0.600 1.050 

125 0.600 1.050 

150 0.600 1.100 

200 0.650 1.150 

250 0.700 1.200 

300 0.750 1.250 

350 0.800 1.300 

400 0.850 1.350 

450 0.900 1.400 

500 1.000 1.850 

600 1.000 2.050 

800 1.300 2.500 

c) If pipe is to be laid below footpath or any other road with no traffic. 

Diameter of 



meter 


meter 

80 0.600 0.850 

100 0.600 0.900 

125 0.600 0.900 

150 0.600 0.950 

200 0.650 1.000 

250 0.700 1.050



Diameter of 



meter 


meter 

300 0.750 1.100 

350 0.800 1.150 

400 0.850 1.200 

450 0.900 1.250 

500 1.000 1.700 

600 1.000 1.900 

800 1.300 2.500 

Extra width of trenches over and above the stipulated width shall be 

permitted by engineer in writing where either the site conditions 

demand it or where wide trenches are necessary for carrying out 

special works such as making cross connections, fixing 

appurtenances, providing anchor blocks etc. Similarly, if for any 

reason the engineer orders the depth of trenches to be increase such 

as for crossing utilities, the contractor shall do so and shall be paid 

for according to the rates quotes. 

1.1 For the purpose of measurements, steel tapes and leveling 

instruments shall be used to determine the dimensions of excavation 

work. The width will be measured at the bottom of the pipe. The 

thickness of murum bedding if provided, will be considered 

separately. Boulders measuring above 1/20 cubic metre in volume, 

met within the excavation will be jointly measured on spot 

immediately they are met with and before they are removed. As 

soon as they are removed from excavation and measured they must 

be broken or disposed off as directed by the Engineer.



1.2 The bed of trenches shall be prepared to confirm to the typical 

section shown in the drawing. In case of earth murum, soft rock, 

excavation shall be carried out to such a depth as required to lay the 

pipe line on the bed directly. In case of hard rock, murmur, marine 

clay or black cotton soil, additional depth of 150 mm will be filled 

up with approved earth or murum. The bed of trench shall be well 

rammed. The murum or approved earth bedding will be paid 

separately under respective items. 

1.3 Stacking of excavated material : 

All excavated material shall have to be stacked spread within 50 

metres form the place of excavation including all lifts, no materials 

are to be stacked or spread close to the edge of the trenches. The 

Contractor shall stack the material in such a manner as to 

accommodate maximum quantity in minimum space. For this 

purpose loose materials shall be stacked in enclosure of harder stuff. 

Separate shall be made of such materials as can be re-used such as 

broken asphalt, good quality rubble etc. Separate stacks shall also 

be made of earth and murum which is required for refilling the 

trenches particularly for portion around the pipes. The contractor 

shall note that a part of excavated materials which will become 

surplus after refilling the trenches will have to be carried away for 

filling the low lying area. In order to avoid congestion at work site, 

the contractors shall carry away the part of the surplus quantities of 

earth considered unsuitable for filling right from the start in 

consultation with the Engineer. Removal of surplus earth beyond 

lead of 50 metres will be measured separately and paid accordingly.



1.4 Breaking of road surface ; 

The item of excavation shall also cover the cost of breaking road 

surfaces of all types wherever needed including foundation. The 

classification of such excavation shall be deemed to be in hard 

soil/murum. 

1.5 Shoring : 

Normally no shoring may be required. However, if due to site 

conditions the same is found necessary, the contractor will provide it 

wherever it is needed or as directed by Engineer at no extra cost and 

deformed timber shall be used for shoring and strutting. 

1.6 Dewatering of trenches : 

The contractor shall provide and work at his own cost all pumps, 

engines and machineries required to keep the trenches during the 

excavation, pipe laying etc. clear of water, whether it is sub-soil, soil 

water, creek water, storm water or leakage from tanks, wells, drains 

sewer pipes and from an other source or reasons. If there should be 

nay accumulation of water, no setting out shall be done, no masonry 

is to be laid, no concrete is to be deposited, no pipe to be laid and 

no measurements to be taken. The pumping shall be continued 

during and after excavation of any portion of the work and repeated 

as after as the engineer may consider if necessary for inspection, 

testing etc. The pump used shall be of adequate capacity. When the 

water in the trench is being pumped out across a road, care shall be 

taken that there is no obstruction to the vehicular traffic. If it is 

necessary to make done by the contractor at no extra cost as 

directed by the Engineer. The contractor shall get pumped water 

discharge into the nearest drain in such a way that it does not



spread on the road surface and provide hindrance to traffic. If this is 

not feasible and road surface is to be crossed, the contactor shall 

restrict the flow to a suitable size pipe under and across the road. 

The pipe shall be immediately removed on completion of the works. 

No extra payment will be made for making any such arrangements. 

1.7 Supporting of public utilities : 

Utilities such as water pipes, drains, sewer, cable etc. encountered 

along the alignment shall be temporarily supported throughout the 

work by the contractor at their own cost to the satisfaction of the 

engineer. In this connection, the contractor may have to contract the 

concerned department and in consultation with them take the 

necessary precautions. On completion of the pipe laying operations 

and before refilling the trench, some of the utilities may have to be 

supported permanently by providing 1:2:4 cement concrete as 

directed. The concrete supports shall be paid for separately under 

the respective item. If any damage is done to the utilities in the 

progress of work, the charges for making good the same will be 

recovered from the contractor. 

1.8 Fencing, watching, lighting : 

The contractor shall make proper provisions for protecting the work 

by fencing, watch and ward, lighting at night or in any other manner 

as may be directed by the Engineer. The fencing shall be of timber 

posts securely fixed in the ground not more than 2.5 metres apart. 

The contractor shall be held responsible for payment for all claims 

for compensation as a result of accident or injury to any person or 

property due to improper fencing and inadequate lighting.



1.9 Refilling : 

On completion of the pipe laying operation any section for a length 

of about 10 mtrs., and while further work is still in progress, refilling 

of trenches shall be started by the contractor with a view to throw 

open the traffic the portion of the roadway in which the work is 

already over. Only soft earth and murum of good quality obtained 

form the excavation and stacked near the work site shall be used for 

filling in around the pipes (at least 30 cms. Around) and its- 

anchorages. The remaining portion of the trench shall be filled in 

with a mixture of hard and soft materials in sufficient quantities if 

good earth and murum are not available. Filling shall be done in 

layer not exceeding 20 cm. in thickness with adequate watering, 

ramming and rolling so as to obtain good compaction. Excavated 

materials laying within a distance of 50 mtrs., shall be used for this 

purpose. The trenches shall be refilled so as to build up to the 

existing ground level. Such refilling work including a lead of 50 

mtrs., shall be paid for separately under relevant item in schedule 

“A”. The Engineer shall at all times have powers to decide which 

portion of the excavated materials shall be used for refilling and 

which place of site and in what manner it shall be used. 

2.0 Murum Bedding : 

In case of hard rock, marine clay and black cotton soil, sand 

bedding to a maximum depth of 300 mm shall be provided by the 

contractor. The murum bedding shall be done for the full width of 

the trench in the portion where such bedding under the pipeline is 

necessary. It shall be properly watered and rammed. The murum to 

be used shall be as far as possible out of excavated materials only.



3.0 Providing, Laying of Pipes and Jointing : 

The Contractor will have to provide pipes and rubber rings after duly 

approved by the Engineer in a phased programme immediately after 

receiving the work order. The pipes with any defects or cracked 

pipes shall be immediately replaced by the contractor. In order to 

avoid damage to the pipes especially the spigot end, the pipe should 

not be dragged along concrete and similar hard surfaces. Pipes and 

specials shall be stacked near to Contractor’s Chowki / site in a 

manner so that under no circumstances inconvenience is caused to 

other agency or traffic or cause injury to pedestrians. 

3.1 The pipes and specials before laying shall be brushed internally 

through out the length to remove any soil or stones that may have 

accumulated therein. Inside of socket and outside of the spigot shall 

be thoroughly cleared. 

3.2 The pipes shall be lowered in trenches carefully, in straight and full 

length as far as possible. Maximum deviation allowed will 2 ½ % 

where the condition demand. CI/DI pipes and specials shall be 

allowed to the cut to the required dimensions with the pipe cutting 

machine or by hand cut as may be directed by the Engineer. 

3.3 (a) On lowering the pipes in trenches, they will have to be jointed by 

means of rubber rings (tyton joints). The rubber rings of different 

diameters are to be procured and transported to the site by the 

Contractors. The Contractors are to ensure that only rubber rings are 

allowed for tyton joints. In no circumstances, the Contractor shall be 

allowed to lay the pipes in trenches directly. They shall use ropes and 

other required supports while laying of pipes.



4.0 PROCUREMENT OF D.I. PIPES, D.I. SPECIALS, SLUICE VALVE, 

4.1 D.I. Pipes : 

BUTTERFLY VALVE ETC. 

4.2 D.I. Specials 

Ductile iron pipes of K7/K9 class conforming to IS 8329 – 2000 

(Latest version) with cement mortar lining from inside as per ISO 

4179 and with Styrene Butadiene Rubber Rings (SBR) for joints. 

D.I./C.I. specials shall confirm to IS 9523 and shall be of K-12, K-14 

Type. Specials shall have mortar lining from inside as per ISO 

4179. 

Specials shall be jointed by push on joint by SBR ring on all sides 

and cost of specials shall be inclusive of SBR ring. However, if due 

the lead joint shall be made and shall be paid separately. 

The Contractor will have to procure D.I. Pipes with cement mortar 

lining of appropriate thickness as per I.S. to prevent corrosion from 

inside as well as to maintain minimum “C” valve of 130, rubber 

rings, specials and different types of valves as stated in Schedule 

“A”. Cracked pipes, butterfly valves and specials will be rejected. 

While loading and unloading pipes etc. shall not be thrown down 

from the trucks but must be unloaded to timber skids slowly without 

allowing the pipes to bmp against one another. In order to avoid 

damage to the pipes specially spigot and pipes shall not be dragged 

along the concrete and similar hard surface. The pipes and specials 

shall be stacked near to the contractors work chowki / site in a 

manner so that under no circumstances inconvenience is caused to 

any other agency or to the traffic or cause injury to the pedestrians. 

Butterfly valve shall be of relevant I.S. Mark.



5.0 MORTAR LINING 

The Contractor shall procure mortar lined D.I. Pipes from inside to 

prevent corrosion from inside as well as to maintain minimum “C” 

valve of 130. the rate for D.I. pipes also includes labour, material, 

machinery, cost of SBR ring etc. in carrying out all operation of 

mortar lining the pipes. The mortar lining shall conform to ISO 

4179. The maximum size of sand shall be 2.5 mm and clay content 

should be kept less than 2%. The proportion of cement and mortar 

shall be 1:1. 

5.1 The pipes and specials before laying shall be brushed internally 

through out the length to remove any soil or stones that may have 

accumulated therein. Inside of socket and outside of the spigot shall 

be thoroughly cleaned. 

5.2 The pipes shall be lowered in trenches carefully, in straight and in 

full length as far as possible in accordance with IS 12888-1987. 

Maximum deviation allowed will be 2 ½ % degree. Where site 

condition demand D.I. Pipes and specials shall be allowed to be cut 

to the required dimensions with the help of pipe cutting machineries 

or by hand as may be directed by the Engineer. 

5.3 (A) On lowering the pipe in trenches, they will have to be jointed 

by means of styrene butadiene rings (SBR) conforming to 

relevant I.S. Code. 

(B) Jointing : Before assembling the joint, the spigot of pipe and 

the interior of the socket of the adjacent pipe should be 

thoroughly cleaned. Insertion of the SBR i.e. (rubber ring) 

conforming to IS 5382 & IS 12820 can be facilitated by the 

bulb eating inside the socket.



5.4 The SBR should be wiped clean, fluxed and then placed in the socket 

with the bulb towards the back of the socket. The groove in the SBR 

must be located on the retaining bed in the socket and the retaining 

heel of the SBR firmly bedded on its seating. 

5.5 It is necessary to ensure that the SBR fits evenly around the whole 

circumstance, removing any bulges which would prevent the proper 

entry of the spigot end. In the larger diameters, this operation may 

be assisted by forming a second loop in the SBR opposite the first, 

then pressing the loops flat one after the other. 

6.0 JOINTING OF C.I. / D.I. PIPES, SPECIALS AND APPURTENANCES 

BY LEAD 

The joint between two D.I. Pipes shall be made by the use of styrene 

butudine rings (SBR) while any other joint wherein, rubber rings can 

not be used; lead joints shall be made by the Contractor as 

specified. 

6.1 After the Engineer has checked and certified that pipes, specials and 

appurtenances are laid in proper alignment and level, the sterilized 

spun yarn of approved quality shall be driven tightly against the 

inside base of the socket with suitable tool. A ring of hume rope 

covered with clay is wrapped around the pipes at the end of the 

socket with suitable tool. A ring of hume rope covered with clay is 

wrapped around the pipes at the end of the socket leaving a hole 

into which molten lead shall be poured. The lead used shall be soft 

and of approved quality consisting of 99.99 % pure lead on analysis 

and shall conform to IS 782 of 1962. The average consumption of



joining materials shall generally be in accordance with IS 3114 of 

1965 as amended upto date (Refer Table 1 below ). The contractor 

shall bear the expenses if testing the lead in laboratory if demanded 

by the engineer. All the jointing material such as spun yarn, pig 

lead, jointing tools and melting equipment shall be provided by the 

contractor. 

Table no.1 

LEAD AND SPUN YARD FOR DIFFERENT SIZES OF PIPES 

Nominal 

diameter of 

pipe 

(in mm) 

Lead joint 

(in kg.) 

Depth of lead 

(in mm ) 

Yarn /Joint 

(in kg.) 

80 1.80 45 0.10 

100 2.20 45 0.18 

125 2.60 45 0.20 

150 3.40 50 0.20 

200 5.00 50 0.30 

250 6.10 50 0.35 

300 7.20 55 0.49 

350 8.40 55 0.60 

400 9.50 55 0.75 

450 14.00 55 0.95 

500 19.00 65 1.00 

600 20.00 65 1.20 

700 22.00 65 1.35 

(The quality given above is provisional and 20% variation may be allowed)



6.2 Caulking the joint shall be done after the lead is poured. All excess 

lead protruding outside of the socket shall be removed with a flat 

chisel and joints caulked number of times (minimum three) all along 

the circumferential joints to make the joint watertight. The joint when 

completed should be flush, neat and even with the socket. Where the 

pipes are not laid in continuous lengths but in stretches, the open 

ends of the pipes shall be provided with wooden plug covered with 

hession cloth to prevent access to dirt etc. At certain places for 

jointing two faces of pipes a collar joint will have to be provided if 

directed by the engineer. The collar joint will be paid under the same 

rate as for socket and spigot, but collar joint will be treated as two 

joints of the spigot and socket type. This item included dewatering of 

trenches. 

6.3 After completion of pipe laying work in whole length or in parts as 

decided by the Engineer, the trench shall be partially filled back 

except at the joints before taking up the hydraulic test. In each case 

the contractor has to close both ends of the section of pipe line to be 

tested either by providing cap, blank flange or by sluice valve as per 

directions of the engineer. If necessary both the ends shall be 

properly anchored by providing M-20 c.c. blocks of required 

dimensions. Payments will be made for providing these c.c. block 

under the respective items. Contractor shall provide required 

number of plug points with ferrule of required diameters to save as 

injection points, air relief points etc. on the completion of the test, 

these points shall be closed by the plugs by the contractor. No 

separate payment will be made for this. The contractor shall make 

necessary arrangement to fill the section of main to be tested by 

taking available size connection from existing main nearby or from 

any other sources. The charges for water supplied, for making and 

removing connection will have to be borne by the contractor only.



6.4 Testing will be carried out by contractors under the guidance of 

Engineer. The Contractor shall disinfect the entire pipeline as 

directed by the Engineer before carrying out testing. Contractors 

shall provide the required machinery, equipments and technical staff 

for testing the pipeline. A section of the pipe shall be considered 

satisfactory only when leakage is less than 425 litres/25 mm dia 

km/day at 9 kg/cm 2 pressure and as per relevant IS. If the first test is 

not found satisfactory, repeated tests after the necessary repairs will 

be undertaken and procedures as mentioned above shall be 

followed. 

6.5 When the section of the pipe line is tested successfully, the 

Contractor shall back fill the portion as per direction of the Engineer. 

The cost of testing the pipe line shall be deemed to have been 

included in the cost of laying the pipeline and no separate payment 

shall be made as referred above. 

7.0 PIPES & APPURTENANCES : 

D.I. Pipes (S &S) type and appurtenances such as butterfly valve etc. 

shall be supplied by the contractor himself and they himself shall 

make their own arrangements to purchase it from market and 

transport it to the site of work. The butterfly valve shall consist of all 

necessary fittings. The rate includes the cost of materials, cost of 

rubber packing, washer, nut bolts etc. which also shall be provided 

by the contractors without any extra cost. 

7.1 Before procurement of valves, approval shall be taken from Engineer 

regarding make and valves shall be tested at manufacture’s factory 

before dispatch to site. Before valves are fixed, they shall be cleaned 

and greased. It should be seen that all the parts are in perfect



working condition. The tail pieces shall be jointed to D.I. Pipes by 

socket and spigot joints at both ends or by a collar by means of lead 

joints and the cost of making socket and spigot joint and the cost of 

making lead joints will be paid under respective items. 

8.0 Providing and fixing of blank flanges : 

The Contractor has to procure blank flanges. The Contractor shall fix 

them on the pipe ends, wherever necessary and as directed by the 

Engineer. (the blank flanges and caps will be required for closing the 

needs for testing the pipe lines shall however to be paid for) The cost 

of providing and fixing the blank flanges shall include cost of 

transport from stores, loading, unloading, cost of all joining 

materials such as nuts, bolts, washers, rubber packing 3 ply white 

zinc etc. 

9.0 Concrete work : 

10.0 Cement : 

Concreting will be required to be done for providing a concrete for 

thrust blocks, encasing etc. where there are valves, bends etc. in the 

pipe line, such concrete will be of M-20 grade and to sizes as 

directed by the engineer. The contractor has to make all the 

arrangements for the concrete work. 

Cement kept at work spot shall not be more than required for a day, 

but the contractor shall provide and maintain a proper efficient and 

sufficient storage shed for cement near work site at a suitable place. 

The floors of the stores/shed shall be raised at least 30cm. above 

the ground and will be covered by suitable materials in order to 

protect the bags from moisture.



10.1 Fine aggregate : 

All fine aggregates shall confirm to IS 383 of 1970 and relevant 

portion of IS 515 of 1959. Sand for use in concrete shall be natural 

sand or crushed stone screenings. Sand shall be clean, well graded, 

hard, strong, durable and gritty particles free from injurious amounts 

of dust, clay, kanker, salts, organic matter, lead mica or other 

deleterious materials. Sand shall be from “Mahad/Vaitarna” or any 

other approve sources. 

10.2 Fine aggregates for concrete shall be graded within limits given in 

table No. III or Table No.IV, Para 5.2 of IS 383 of latest version. 

Fineness modulus shall range from 2.6 to 3.6. Fine aggregate shall 

be tested at random by the engineer in accordance with provisions 

of IS and result maintained. 

10.3 Coarse Aggregate : 

10.4 Water : 

Coarse aggregate shall consists of broken trap stone and be hard, 

strong, dense, clean of proper gradation and free from skin and 

coating likely to prevent adhesion to mortar. It shall generally 

conform to IS -383 of latest version grading of aggregate shall be in 

accordance with specification clause A.7.3 to A.7.5 of “Standard 

Specification” of B & C Department, Govt. of Maharashtra. 

The water shall be clean, free from all acid, alkali, organic or other 

deleterious substances. The water requirements shall be strictly 

adhered to as per the table No.III of IS-456-2000.



10.5 Mixes of concrete : 

10.6 Mixing : 

The proportions of ingredient of plain cement concrete are defined 

by bulk. All ingredients shall be measured separately and accurately 

in properly constructed gauge box. 

The plain cement concrete shall be mixed in a machine, mixing by 

hand shall not be permitted normally. However, where the quantity 

of work is small or permitted by hand mixing, shall be permitted by 

the engineer if requested by contractor. 

10.7 Placing and compaction : 

10.8 Curing : 

The concrete shall be mixed and place in position, compacted and 

finished within 30 minutes of mixing. Compaction of plain concrete 

may be with vibrators or otherwise at the direction of the Engineer. 

The detailed procedure of the work shall be as per Clause No.B6.6, 

B.6.7 and B.6.8 of “Standard Specifications of B & C Department of 

Government of Maharashtra”. 

Concrete shall be protected from damage, excessive heat, rain etc. 

and covered with wet Hussein or some absorbent materials soon 

after initial set. After final set the concrete shall be kept wet for a 

period of not less than 14 days the date of placing. 

10.9 Keeping records : 

Contractor shall maintain a record approved by the Engineer at site 

of work containing the following details / information. 

a) Daily receipt of cement and use of cement in various items.



b) Time of starting of concrete work and closure. 

c) Number of batches through mixer, source of water cement 

ratio; 

d) Dates of erection of form work, passing of form work and 

11.0 Brick masonry : 

striking of form work in any. 

11.1 Burnt bricks shall be the best available locally and kiln burnt, the 

minimum compressive strength shall be 40 kg/cm 2 . Brick shall 

confirm to following requirements. 

a) Sound, hard, well burnt, sharp edges, uniform size and shape, 

free from cracks, stone, modules of lime etc. 

b) Uniform in colour, should give metallic ring when struck 

together. 

c) Shall not be over or under burnt, broken or cracked. 

d) Bricks shall be tested as per IS 3495 of 1966 if required by 

Engineer. 

e) Sizes and tolerance of brick shall be as in “Standard 

Specification” of B & C Department, government of 

Maharashtra. 

11.2 All brick work except half brick wall shall be as in English bond 

unless otherwise directed. Half brick wall shall be in stretcher bond. 

Bed joints in brick work shall not exceed 10 mm. 

Brick work shall be built in uniform layers and should not be raised 

more than 1 mtr., above another at any time. Coarse shall be 

aligned, repaired, maintained, quoins, jambs and other angles 

plumbed and the whole brick work properly bonded as the work 

proceeds.



11.3 Joints of brick work shall be squarely raked out to depths of not less 

than 1 cm. as the work proceeds. After raking, surfaces shall be 

cleaned with wire brush and washed with water before plastering. 

11.4 All brick work shall be built in cement mortar 1:4 as specified in 

Schedule –“A” item. 

11.5 Tops of walls having P.C.C. for fixing C.I./R.C.C. cover shall be 

finished with a layer of cement mortar (1:4) 20mm thick. 

12.0 Construction of B.B. Masonry Chamber, supplying and fixing RCC 

frame and cover and road box : 

This item includes all materials and labour mentioned hereafter, 

bricks road box, RCC Cover, excavation, laying cement concrete, 

B.B. masonry, plastering and refilling, fixing of box so that the top of 

the box shall be 100mm above the ground level. The necessary 

locking arrangement and lock to be made for S.V. chamber cover. 

The precast for RCC cover (heavy duty) shall be tested in any 

approved laboratory and the results got approved before fixing the 

same.



SPECIFICATIONS FOR READY MIX CONCRETE 

1.1 Batching of Concrete ingredients: 

For all concreting, only Ready Mixed Concrete (RMC) manufactured 

at site is mandatory, weigh batching plant or obtained from 

approved R.M.C. supplying agencies or produced at site using 

mechanical mixers and weigh batchers as per item description, will 

be used. The R.M.C. supplying agency will supply mix design details 

in advance before start of delivery. 

1.2 Transporting, placing, compacting, finishing and curing: 

Transporting, placing, compacting, finishing and curing of concrete 

shall be in accordance with IS: 456-2000. 

1.2.1 Transporting: 

1.2.2 Placing: 

For all RMC concreting, the concrete after discharge from batching 

plant will be loaded in transit mixers and kept continuously agitated 

while mix is in transit. At destination the mix will be unloaded in to 

the hoppers of concrete pump. For site made concrete suitable 

prescribed methods shall be adopted. 

The concrete produced in RMC plant/batching plant, when 

discharged from transit mixer in pump hopper shall be kept 

continuously agitated and pumped to destination placing point. Site 

made concrete shall be placed by approved method of placing. The 

height of any single lift of concrete shall not exceed 1.5 m for walls 

and 2.0 m for columns. For columns where the height of pour is 

more than 2.0 m, suitable arrangement in formwork should be



made so that the vertical drop of concrete is restricted to less than 

2.0 m. Any such arrangement should be approved from the 

engineer in advance before execution. 

High velocity discharge of concrete causing segregation of mix shall 

be avoided. The concrete shall be placed in the forms gently and 

not dropped from the height exceeding 1.5m except in columns 

where the maximum allowed will be 2.0 m. Each batch of concrete 

will be placed in layer. Each layer of concrete shall be compacted 

fully before the succeeding layer is placed and separate batches 

shall be placed and fully compacted before the layer immediately 

below has taken initial set. The layers should be sufficiently shallow, 

to permit stitching of two layers together by vibration. 

Concreting of any portion or section of the work shall be carried out 

in one continuous operation and no interruption of concreting work 

will be allowed without approval of the Engineer. 

Plain concrete in foundations shall be placed, in direct contact, with 

the bottom of excavation, the concrete being deposited in such a 

manner, as not to get mixed with the earth. The concrete placed 

below the ground level shall be protected from falling earth during 

and after placing. Concrete placed in ground containing deleterious 

substances, shall be kept free from contact, with such ground and 

with water draining there from during placing and for a period of 7 

days or otherwise instructed there after. Approved means shall be 

taken to protect immature concrete from damage by debris, 

excessive loading, abrasion, vibrations, deleterious ground water, 

mixing with earth and other materials and other influences, that may 

impair strength and durability of concrete.



Before starting of work contractor will get the concrete pouring 

programme and its sequence approved by Engineer to avoid cold 

joints. 


External, Internal (needle) and surface (screed board) vibrators of 

approved make shall be used for compaction of concrete. 

a) External/internal vibrators shall be used for compaction of concrete 

in foundations, columns etc. For sections such as slabs, the concrete 

shall be compacted by external, internal and surface type vibrators, 

depending on the thickness of layer to be compacted. 25 mm, 

40mm and 60mm dia internal vibrators may be used. The concrete 

shall be compacted by use of appropriate diameter vibrator by 

holding the vibrator in position until: 

i) Air bubbles cease to come to surface 

ii) Resumption of steady frequency of vibrator after short period 

of dropping the frequency, when the vibrator is first inserted. 

iii) The tone of the vibrator becomes uniform 

iv) Flattened, glistening surface, with coarse aggregated particles 

blended into it, appears on the surface. 

After the compaction is completed, the vibrator should be 

withdrawn slowly form concrete so that concrete can flow in to 

the space previously occupied by the vibrator. To avoid 

segregation during vibration, the vibrator shall not be 

dragged through the concrete nor used to spread the 

concrete. The vibrator shall be made to penetrate into layer of 

fresh concrete below if any, for a depth about 150mm. The 

vibrator shall be made to operate at regular pattern of 

spacing. The effective radii of action will overlap, 

approximately half a radius to ensure complete compaction.



1.2.4 Curing: 

v) To secure even and dense surfaces free from aggregate 

pockets, vibration shall be supplemented by tamping or 

rodding by hand in the corners of forms and along the form 

surfaces while the concrete is plastic. 

vi) A sufficient number of spare vibrators shall be kept readily 

accessible to the place of deposition of concrete to assure 

adequate vibration in case of breakdown of those in use. 

25mm diameter immersion vibrators shall be used in thin 

sections upto 125mm, 40mm diameter immersion vibrators in 

fairly wide sections like beams, slabs, columns etc. and 60mm 

diameter vibrators in foundation, pilecaps or such large 

section members. Screed vibratos shall also be used for slab 

concreting. 

vii) Plain concrete also shall be vibrated whenever and wherever 

directed by EIC to achiever full compaction, using needle and 

screed vibrators as necessary. 

Curing shall be started at the earliest by spreading wet jute cloth 

(hessian) and cover top with impervious sheet and subsequently 

cured with spraying water. In inaccessible area to start with, curing 

be started by spraying curing compound before starting membrane 

curing. 

1.3 Placing temperatures : 

During extreme hot weather, the concreting shall be done as per 

procedures set out in IS: 7861, Parts I & II.



Fine and coarse aggregates concreting shall be kept shaded and the 

concrete aggregates sprinkled with water for a sufficient time before 

concreting, in order to ensure that the temperature of these 

ingredients is as low as possible prior to batching. The mixer and 

batching equipment shall be also shaded and if necessary painted 

white in order to keep their temperatures as low as possible. The 

placing temperature of concrete shall be as low as possible in warm 

weather and care shall be taken to protect freshly placed concrete 

form over heading by sunlight in the first few hours of its laying. The 

time of day selected for concreting shall also be chosen so as to 

minimize placing temperatures. In case of concreting in exceptionally 

hot weather the Engineer may in his discretion specify the use of ice 

either flaked and used directly in the mix, or blocks, used for chilling 

the mixing water. In either case no extra payment shall be made to 

the contractor on this account. 

1.4 Construction joints : 

Construction joints in all concrete work shall be made as directed by 

the Engineer. Where vertical joints are required, these shall be 

shuttered as directed and not allowed to take the natural slope of the 

concrete. 

Before fresh concrete is placed against a vertical joint, the old 

concreter shall be chipped/sand blasted, cleaned and moistened 25 

hours before placing the concrete. All standing water should be 

removed and dried with compressed air. Neat cement slurry shall 

be applied on the chipped/sand blasted surface and mortar of the 

same water cement ratio as the concrete and 10mm thick applied.



Where required suitable expansion joints shall also be provided as 


The time of day selected for concreting shall also be chosen so as to 

minimize placing temperatures. In case of concreting in exceptionally 

hot weather the Engineer may in his discretion specify the use of ice 

either flaked and used directly in the mix or blocks used for chilling 

the mixing water. In either case the cost of ice either flaked and used 

directly in the mix or blocks used for chilling the mixing water. In 

either case the cost of ice and additional labor involved in weighing 

and mixing etc. shall be borne by the contractor and noting will be 

paid on this account. 

1.5 Defective Concrete : 

Should any concrete be found honeycombed or in any way defective, 

such concrete shall on the instruction of the Engineer be cut out by 

the Contractor and made good at his own expenses. 

1.6 Exposed Faces, Holes and Fixtures : 

On no account shall concrete surfaces be patched or covered up or 

damaged concrete rectified or replaced until the Engineer or his 

representative has inspected the works and issued written instructions 

for rectification. Failure to observe this procedure will render that 

portion of the works liable to rejection; in which case it will be 

treated as a work which has failed to meet specified strength 

requirements and dealt with according to Clause 1.11. 

Holes for foundation or other bolts or for any other purposes shall 

be moulded, and steel angles, holdfasts or other fixtures shall be 

embedded, according to the drawings or as instructed by the 

Engineer.



1.7 Cracks: 

1.7.1 If cracks develop in concrete construction which in the opinion of the 

Engineer may be detrimental to the strength of the construction, the 

contractor at his own expense shall test the slab or other construction 

as specified in Special Conditions. If under such test loads the 

cracks develop further, the Contractor shall dismantle the 

construction, carry away the debris, replace the construction and 

carry out all consequential work thereto, without nay extra payment. 

1.7.2 If any cracks develop in the concrete construction, which in the 

1.8 Finishes: 

opinion of the Engineer, are not detrimental to the strength of the 

construction, the contractor at his own expense shall grout the cracks 

with polymer cement grout of approved quality at his own expense 

and risk and shall make good to the satisfaction of the Engineer the 

surface finish which in the opinion of the Engineer has suffered 

damage either in appearance or stability owing to such cracks. The 

Engineer’s decision as to the extent of the liability of the Contractor 

in the above matter shall be final and binding. 

Unless otherwise instructed the face of exposed concrete placed 

against formwork shall be rubbed down immediately on removal of 

the formwork to remove irregularities. The face of concrete for 

which formwork is not provide other that slabs shall be smoothed 

with a float to give a finish equal to that of the rubbed down face, 

where formwork is provided. The top face of a slab which is not 

intended to be covered with other materials shall be leveled and 

floated to a smooth finish at the levels or falls shown on the 

drawings or as directed. The floating shall be done so as not to



bring as excess of mortar to the surface of the concrete. The top 

face of a slab intended to be surfaced with other materials shall be 

left with a spaded finish. Face of concrete intended to be plastered 

shall be roughened by approved means to form a key. 

When at site, concrete cube testing machine is used 10% of the 

cubes should be tested at independent recognized laboratories 

approved by Engineer at their cost. 

1.9 Scope of work & item to include: 

1. The item refer to ready mix concreter required for 

R.C.C./P.C.C. works as mentioned in item description under 

Schedule –‘A’ procured form reputed manufacturer approved 

by Engineer. The material shall be conforming to B-7 refer 

page No.38 for controlled cement concrete. (Standard 

Specifications of PWD, Vol-I) 

The material requirement shall be completed according to 

Standard Specifications No.B.7.1 refer Page No. 38 for 

controlled cement concrete. 

2. The item include manufacturer with ingredients, control 

temperature, transportation, pumping, placing, vibration and 

curing of Ready Mix Concrete and all taxed, excise duty, sales 

tax, octroi, insurance etc. levied by Govt./Semi-Govt./local 

authority and cost of ready mix concrete and any penalty, 

additional charges for controlling temperature upto casting or 

any other charges levied by the manufacturer.



3. Proportioning of the mix/mix design shall be decided by the 

contractor/RMC manufacturer to achiever strength specified in 

item and shall be get approved by Engineer. The 

proportioning of ingredients, use of ingredients and mix 

designs parameters for various slumps shall be got approved 

by Engineer prior to mix design. 

4. Scaffolding shall conform to specifications No. B.6.5(a) and 

got approved by the Engineer. 

5. Forms shall conform to specifications No. B.6.5(b). 

6. The concrete shall be pumped to the final positions as quickly 

as possible by methods which will prevent segregation and 

loss of ingredients. 

7. The concrete shall be placed into its final position, compacted 

and finished within 30 minutes of mixing the water and before 

initial setting commences. The method of placing shall be 

such as to avoid segregation. Placing shall be done in 

balanced manner to avoid eccentric loads on the form work. 

As far as possible the concreting shall be done continuously 

and construction joints avoided. 

If the area to be concreted is under water, the water shall be 

removed by bailing out or using pumps and other devices. 

8. Compaction shall be done by mechanical vibrators and also 

by rods so that a dense concrete is obtained.



1.10 Testing: 

9. The concrete shall be adequately cured. 

10 Immediately after the removal of forms, any undulations, 

depressions, cavities, honey combing broken edges of corners 

height spot defects shall be made good and finished with 

cement mortar 1:2. But necessity of such finishing must be 

exceptional and the total not exceed 1% on average. 

11. Concrete which is partially hardened shall not be tempered or 

re-mixed but shall be disposed off as desirable. 

12 Sampling and testing shall be done as per I.S. 456 (latest 

version). 

13. All labour, materials use of equipment, tools and plant, 

installing and removal of scaffolding, flase work and forms 

and branching necessary for the satisfactory completion of 

item, 

14. Compensation for injury to persons and damage to work or 

property. 

15. Establishment of site laboratory. 

Cubes of 15 cm x 15 cm size shall be cast on the first day and tested 

for compression at 7 and 28 days. Later on, if the Engineer so 

directs, 6 cubes shall be tested for every 60 cubic meters of the 

concrete casted.



1.11 Measurement : 

Concrete and reinforcement shall be paid separately unless 

otherwise specified. 

The Contract rate shall be for a unit of one cubic meter of concrete. 

The concrete shall be measured for its length, breadth and depth 

limiting dimensions to those specified on the drawings or as ordered 


The Volume of concrete measured shall include that occupied by 

1) Reinforcement and other metal sections. 

2) Cast in components each less than 0.01 M 3 in volume. 

3) Rivetts, fillets or internal splays each less than 0.005 M 2 in 

cross sectional area. 

4) Pockets and holes not exceeding 0.01 M 3 in volume. 

5) Rates for precast concrete shall include demoulding, handling, 

storing, transporting and erecting at site, including all 

clamping, bolting, bracing that may be required during 

erection, including erection equipment. 

1.11.1 In order to exercise the required degree of constant control over the 

concrete materials and their proportions, the contractor shall set up 

and maintain at his own expense a testing laboratory at site. He 

shall provide all apparatus required for sensitive testing of concrete 

and concrete materials. In particular he must have the following 

equipment set up in the site laboratory. 

i) A set of Standard Sieves 

ii) Sieve shaker 

iii) Measuring Cylinders



iv) Slump Cones 

v) Adequate number of Standard Moulds 

vi) Weighing Balance 

vii) Curing tank for cubes 

viii) Concrete cube testing machine 200 T. Capacity must be 

electricity operated 

Any other apparatus deemed necessary by the Engineer for proper 

control shall be provided by the Contractor at his own expense. The 

laboratory shall be staffed by qualified technicians. 

When at site, concrete cube testing machine is used 10% of the 

cubes should be tested at independent recognized laboratories 

approved by Engineer at contractor’s cost. 

1.12 Ready-Mixed Concrete and Pumping Concrete 

1.12.1 Ready-mixed concrete may be manufactured in a central automatic 

weight Batching plant and transported to the job in agitating transit 

mixer. 

The maximum size of coarse aggregate shall be limited to one-third 

of the smallest inside diameter of the hose or pipes used for 

pumping. Provision shall be made for elimination of over-sized 

particles by screening or by careful selection of aggregated. To 

obtain proper gradation it may be necessary to combine and blend 

certain fractional sizes to aggregates. Uniformity of gradation 

throughout the entire job shall be maintained. 

The quantity of coarse aggregate shall be such that the concrete can 

be pumped, compacted and finished without difficulty.




The gradation of fine aggregate shall be such that 15 to 30 percent 

should pass the 0.30 mm screen and 5 to 10 percent should pass 

0.15mm screen so as to obtain a pumpable concrete. Sands that 

are deficient in either of these two sizes should be blended with 

selected finer sands to produce these desired percentages. With this 

gradation, sand having a fineness modulus between 2.4 and 2.8 are 

generally satisfactory. However, for uniformity, the fineness modulus 

of the sand should not vary more that 0.2 from the average value 

used in proportioning. 

1.12.3 Water, Admixtures and slump: 

The amount of water required for proper concrete consistency shall 

take into account the rate of mixing, length of haul, time of 

unloading and ambient temperature conditions. 

Additions of water to compensate for slump loss should not be 

resorted to nor should the design maximum water-cement ratio be 

exceeded. Additional dose of retarder/plasticizer/superplasticizer 

shall be used with prior approval of Engineer to compensate the loss 

setting time and slump at contractor’s cost. Retempering water shall 

not be allowed to be added to mixed batches to obtain desired 

slump. 

1.12.4 Transportation: 



desired properties with regard to water-cement ratio, slump, and 

homogeneity.



The revolving-drum truck bodies of approval make shall be used for 

transporting the concrete. The number of revolutions at mixing 

speed, during transportation, and prior to discharge shall be 

specified and agreed upon. Reliable counters shall be used on 

revolving-drum truck units. Standard mixer uniformity tests, 

conforming to ASTM standards C 94-69 “Standard Specifications for 

Ready Mix Concrete”, shall be carried out if desired by Engineer to 

determine whether mixing is being accomplished satisfactorily. 

1.12.5 Pumping of Concrete: 

Only approved pumping equipment, in good working condition, 

shall be used for pumping of concrete. Concrete shall be pumped 

through a combination of rigid pipe and heavy-duty flexible hose of 

approved size and make. The couplings used to connect both rigid 

and flexible pipe section shall be adequate in strength to withstand 

handling loads during erection of pipe system, misalignment, and 

poor support along the lines. They should be nominally rated for at 

least 3.5 Mpa pressure and greater for rising runs over 30m. 

Couplings should be designed to allow replacement of any section 

without moving other pipe sections, and should provide full cross 

section with no construction of crevices to disrupt and smooth flow of 

concrete. 

All necessary accessories such as curved sections of rigid pipe, swivel 

joins and rotary distributors, pin and gate valves to prevent backflow 

in the pipe line, switch valves to direct the flow into another pipe line, 

connection device to fill forms from the bottom up, extra strong 

couplings for vertical runs, transitions for connecting different size of 

pipe, air vent for downhill pumping, clean-out equipment etc. shall 

be provided as and where required. Suitable power controlled 

booms or specialized crane shall be used for supporting the pipe 

line.



1.12.6 Field control: 

1.13 Planning: 

Sampling at both truck discharge and point of final placement shall 

be employed to determine if any changes in the slump and other 

significant mix characteristics occur. However, for determining 

strength of concreter, cubes shall be taken from the placement end 

of line. The RMC supplier should nominate a technically qualified 

representative at site for sampling, testing and placing of concrete. 

Proper planning of concreter supply, pump locations, line layout 

placing sequence and the entire pumping operation shall be made. 

The concreter production, transportation and placing shall be 

planned in such a manner that duration between addition of water 

during mixing and placing of concrete in desired location is well 

within time limits prescribed by the RMC manufacturer, however, this 

is subjected to fulfillment of slump and other properties of concrete 

as specified in tender. On failure to adherer to the time schedule by 

the Supplier the Engineer may reject the concrete. 

The pump wherever used should be as near the placing area as 

practicable, and the entire surrounding area shall have adequate 

bearing strength to support concrete delivery pipes. Lines from 

pump to the placing area should be laid out with a minimum of 

bends. For large spacing areas alternate lines should be installed 

for rapid connection when required. Standby power and pumping 

equipment should be provided to replace initial equipment, should 

breakdown occur.



The placing rate should be estimated so that concrete can be 

ordered at an appropriate delivery rate. 

As a final check, the pump should be started and operated without 

concrete to be certain that all moving parts are operating properly. 

A grout mortar should be pumped in to the lines to provide 

lubrication for the concrete, but this mortar shall not be used in the 

placement. 

When the form is nearly full and there is enough concrete in the line 

to complete the placement, the pump shall be stopped and a go- 

devil inserted and shall be forced through the line by water under 

pressure to clean it out. The go-devil should be stopped at a safe 

distance from the end of the line so that the water in the line will not 

spill into the placement area. At the end of placing operation, the 

line shall be cleaned in the reverse direction. 

SUBMISSION OF DOCUMENTS FROM RMC MANUFACTURER 

Following document shall be submitted by the RMC manufacturer to 

CIDCO through the contractor along with checklist for RMC 

specified in the tender document. 

1. Design Mix 

2. Manufacturer’s Test Certificate for cement and plasticizer 

3. Lab test certificates for all ingredient of concrete. 

4. Delivery docket sheet mentioning the grade of concrete, 

quality of ingredient used, slump, transit mixer vehicle no. 

placement, location, time of concrete produce and placing 

etc.



1.14 Reinforcement: 

1.14.1 Steel: 

List of Bureau of Indian Standard Code of Practice (ISI) 

432 - Mild steel and medium tensile steel bars and hard 

drawn steel wire for concrete. 

1786 - Specifications for HYSD bars and wires for concrete 

reinforcement 

250 - Code of practice for bending and fixing of bars for 

concrete reinforcement 

2751 - Recommended practice for welding of mild steel 

reinforcement. 

Mild Steel, rounds conforming to IS: 432, HYSD bars conforming to 

IS: 1139, Cold twisted bars conforming to IS: 1786. Any other steel 

specified for reinforcement shall conform in every respect to the 

latest relevant Indian Standard Specifications and shall be of tested 

quality under the ISI Certification Scheme. 

All reinforcing work for concrete work shall be executed in 

conformity with the drawings supplied and instructions given by the 

Engineer and shall generally be carried out in accordance with the 

relevant Indian Standard Specifications (IS: 2502) 

1.14.2 Inspection of Testing: 

Every bar shall be inspected before assembling on the work and any 

defective, brittle, excessively rusted for burnt bars shall be removed. 

Cracked ends of bars shall be cut out. Specimens sufficient for three 

Tensile Tests per 20 tonnes of bars and for each different size shall 

be sampled and tested by the Contractor. Batches shall be rejected if 

the average results of each batch are not in accordance with the 

specifications.



1.14.3 Lapping: 

i) As far as possible bars of the maximum length available shall 

be used. Laps shown on drawings or otherwise specified by 

the Engineer will be based on the use by the contractor of bars 

of maximum length. In case the contractor wished to use 

shorter bars, laps shall be provided at the contractors cost in 

the manner and at the location approved by Engineer. 

ii) As and when necessary welded laps shall be provided as 

specified by the Engineer. 

1.14.4 Spacing, supporting and Cleaning: 

i) All reinforcement shall be placed and maintained in the 

position shown on the drawing. 

ii) The contractor shall provided approved type supports as 

specified on the drawings for maintenance the top bars of the 

slab in position during concreting. All cover blocks shall be 

concrete (not and cement mortar) and of the same strength as 

that of the surrounding concrete and properly compacted. 

iii) 17 SWG GI wire shall be used as binding wire. All bars 

crossing one another shall be bound with this wire twisted 

tight to make the skeleton or network rigid so that the 

reinforcement is not displaced during placing of concrete. 

iv) Bars must be cleaned before concreting commences of all 

scales, rust or partially set concrete which may have been 

deposited during placing of concrete in previous lift of 

concrete.



The bars shall be cleaned with dry gunny bags if they are coated 

lightly with rust or other impurities. On no account shall the bars be 

oiled or painted nor shall mould oil used on the framework be 

allowed to come in contact with the bars. Cement wash to bars shall 

not be permitted. 

1.14.5 Welding: 

i) Whenever specified all welding shall be carried in accordance 

with IS: 2751. Only qualified welders shall be permitted to 

carry out such welding. 

ii) For cold twisted reinforcement, welding operation must be 

1.14.6 Measurement: 

controlled to prevent supply of large amount of heat greater 

than that can be dissipated. The extreme non twisted end 

portion shall be cut off before welding. Electrodes with rutile 

coating should be used. 

i) The weight of steel to be paid for at the contract rates shall be 

the weight of bars as mentioned on the drawing or as 

instructed by the Engineer including stirrups, ties, spacer bars, 

chairs and any other steel works specified as reinforcements 

but excluding welding and cover blocks. Laps as specified on 

the drawing shall be paid for. Laps required because of the 

contractor’s use of shorter bars will not be paid for. 

ii) The weight of any stirrups and tie bar shall be computed from 

the dimension given on the drawings or bending schedules. 

The weight in Kg/metre shall be taken as 0.785 kg/metre per 

100 mm 2 of cross section. No allowance in the weight paid 

for shall be made for the rolling margin.



1.15 FORMWORK 

1.15.1 Definition: 

4990 - Specification for plywood for concrete shuttering work. 

3696 - Safety code of scaffolds and ladders 

4014 - Steel and tubular scaffoldings. 

8989 - Safety code for erection of concrete framed structures. 

456 - Code of practice for plain and reinforced concrete. 

The term “Formwork” or “Shuttering” shall include all forms, 

moulds, sheeting, shuttering planks, walers, poles, posts, shores, 

struts and strutting, ties, uprights, wallings, steel rods, bolts, wedges 

and all other temporary supports to the concrete during the process 

of setting. 

1.15.2 Materials : 

1.15.2.1 All facing formwork to come in contact with concrete in different 

elements of the structures shall be of such material and size as 

specified on drawings or as instructed by the Engineer. 

1.15.2.2 Timber facing formwork to come in contact with concrete for 

“Exposed Concrete Surfaces” shall consist of lab-jointed or tongue 

and grooved planks as directed by the Engineer and no joints shall 

permit leakage of mortar at all from cast-in-situ concrete. 

1.15.2.3 The materials for other backing and supporting formwork and their 

sizes shall be selected by the contractor and shall be subject to the 

approval of the Engineer.



1.15.3 Design: 

The formwork shall be designed and constructed so that the concrete 

can be properly placed and thoroughly compacted to obtain the 

required shape, position and level subject to specified tolerances. It 

is the responsibility of the contractor to obtain the results required by 

the Engineer, whether or not some of the work is sub-contracted. 

Approval of the proposed formwork by the Engineer will not diminish 

the Contractors responsibility for the satisfactory performance of the 

formwork, nor for the safety and co-ordination of all operations. 

1.15.4 Formwork for Exposed Concrete Surfaces: 

The facing formwork, unless indicated otherwise on drawings, or 

specifically approved by the Engineer in writing, shall generally be 

made with materials not less than the thickness mentioned below for 

different elements of the structure. 

1.15.4.1 Plain slab soffits, and sides of beams, girders, joists and ribs and 

side of walls, fins, parapets, pardis, sub-breakers etc. shall be made 

with : 

a) Steel plates not less than 3mm thick of specified sizes stiffened 

with a suitable structural frame work, fabricated true to plane 

with a tolerance of +/- 2mm within the plate. 

b) Plywood plates not less than 12mm thick (IS: 4990 - 

Specification for plywood for Concrete Shuttering Work) or 

3mm thick with a 20mm timber plank backing, of specified 

sizes stiffened with a suitable timber framework.



1.15.4.2 Bottom of beams, girders and ribs, sides of columns shall be made 

with: 

a) Steel plates not less than 5mm thick of specified size stiffened 

with a suitable structural frame, fabricated true to plane with a 

tolerance of +/-2mm within the plate. 

b) Timber planks of 35mm actual thickness and of specified 

surface finish, width and reasonable length. 

c) Plywood plates not less than 12mm thick, of specified sizes 

1.15.5 Erection of Formwork: 

stiffened with a suitable timber framework. 

The following shall apply to all formwork: 

1.15.5.1 To avoid delay and possible erection of the formwork, the 

Contractor shall obtain sufficiently in advance, the approval of the 

Engineer for the design of forms and the type of materials used 

before fabricating the forms. (Ref ACI 347) Formwork for concrete 

of equivalent I.S. Code) 

1.15.5.2 All shutter planks and plates shall be adequately backed to the 

satisfaction of the Engineer by a sufficient number and size of walers 

or framework to ensure rigidity during concreting. All shutters shall 

be adequately strutted, braced and propped to the satisfaction of the 

Engineer to prevent deflection under deadweight of concrete and 

superimposed live load of workmen, materials and plant, and to 

withstand vibration. No joints in proper shall be allowed.



1.15.6 Vertical props shall be supported on wedges or other measures shall 

be taken where the props can be gently lowered vertically during 

removal of the formwork. Props for an upper story shall be placed 

directly over those in the storey immediately below, and the lower 

props shall bear on a sufficiently strong area. 

1) Care shall be taken that all formwork is set plumb and true to 

line and level or camber or batter where required and as 

specified by the Engineer. 

2) Provisions shall be made for adjustment of supporting struts 

where necessary. When reinforcement passes through the 

formwork care should be taken to ensure close fitting joints 

against the steel bars so as to avoid loss of fines during the 

compaction of concrete. 

3) If the formwork is held together by bolts or wires, these shall 

be so fixed that no iron will be exposed on surface against 

which concrete is to be laid. In any case wires shall not be 

used with exposed concrete formwork. The Engineer may at 

his discretion allow the Contractor to use tie-bolts running 

through the concrete and the Contractor shall decide the 

location and size of such tie-bolts in consultation with the 

Engineer. Holes left in the concrete by these tie-bolts shall be 

filled as specified by the Engineer at no extra cost. 

4) Formwork shall be so arranged as to permit removal of forms 

without jarring the Concrete. Wedges, clamps and bolts shall 

be used wherever practicable instead of nails.



The formwork for beams and slabs shall be so erected so that 

forms on the sides of the beams and the soffit of slabs can be 

removed without disturbing the beam bottoms or props under 

beams. 

5) Surface of forms in contact with concrete shall be oiled with a 

mould oil of approved quality or clean diesel oil. If required 

by the Engineer the contractor shall execute different parts of 

the work with different mould oils to enable the Engineer to 

select the most suitable. The use of oil which results in 

blemishes of the surface of the concrete shall not be allowed. 

Oil shall be applied before reinforcement has been placed 

and care shall be taken that no oil comes in contact with the 

reinforcement while it is being placed in position. 

The formwork shall be kept thoroughly wet during concreting 

and for all the whole time that it is left in place. 

6) Immediately before concreting is commenced, the formwork 

shall be carefully examined to ensure that following: 

a) Removal of all dirt, shavings, sawdust and other refuse 

by brushing and washing. 

b) The tightness of joints between panels of sheathing and 

between these and any hardened core. 

c) The correct location of tie bars, bracing and spacers, 

and especially connection or bracing. 

d) That all wedges are secured and firm in position.



e) That provision is made for traffic on formwork not to 

bear directly on reinforcing steel. 

7) Formwork shall be continuously watched during the process of 

concreting. If during concerting any weakness develops and 

formwork shows any distress the work shall be stopped and 

remedial action shall be taken. 

1.15.7 Exposed Concrete Work: 

Exposed concrete surfaces shall be smooth and even originally as 

stripped without any finishing or rendering. Where directed by the 

Engineer, the surface shall be rubbed with carborundum stone 

immediately on striking the forms. The Contractor shall exercise 

special care and supervision of formwork and concreting to ensure 

that the cast members are made true to their sizes, shapes and 

positions and to produce the surface patterns desired. No 

honeycombing shall be allowed. Honeycombed parts of the concrete 

shall be removed by the Contractor as directed by the Engineer and 

fresh concrete placed without extra cost, as instructed by the 

Engineer. All materials, sizes and layout of formwork including the 

locations for their joints shall have prior approval of the Engineer or 

the Architect. 

1.15.8 Camber: 

Forms and false work shall be generally cambered as indicated in 

the drawings or as instructed by the Engineer. However, for beams 

up to 5m span and slabs upto 4m span camber is not normally 

required to be provided.



1.15.9 Tolerances : 

In accordance with IS: 456 2000 and MORT & H section 1500. 

1.15.10 Age of Concrete at Removal of Formwork : 

In accordance with ISL 456 2000 and MORT & H section 1500. 

The Engineer may vary the periods specified in IS: 456-2000 if he 

considers it necessary. Immediately after the forms are removed, 

they shall be cleaned with a jet of water and a soft brush. 

1.15.11 Stripping of Formwork : 

Formwork shall be removed carefully without jarring the concrete, 

and curing of the concrete shall be commenced immediately. 

Concrete surfaces to be exposed shall, where required by the 

Engineer, be rubbed down with carborundum stone to obtain a 

smooth and even finish. Where the concrete requires plastering or 

other finish later the concrete surface shall be immediately hacked 

lightly all over as directed by the Engineer. No extra charge will be 

allowed to the Contractor for such work on concrete surfaces after 

removal of forms. 

1.15.12 Repropping : 

For Multistoreyed buildings the floors may need repropping to 

support the loads of the upper floors under construction. The extend 

of such repropping shall be as directed by the Engineer (this does



not normally exceed one fourth of the props provided above). Such 

repropping shall not be paid for separately and the cost of such 

repropping shall be deemed to have been included in the rates. 

1.15.13 Reuse of Forms : 

The Contractor shall not be permitted reuse of timber facing 

formwork brought new on the works more than 5 times for exposed 

concrete formwork and 8 times for ordinary formwork. 5 or 8 uses 

shall be permitted only if forms are properly cared for, stored and 

repaired after each use. The Engineer may in his absolute discretion 

order rejection of any forms he considers unfit for use for a 

particular item, and order removal from the site of any forms he 

considers unfit for use in the works. Used forms brought on the site 

will be allowed proportionately fewer uses as decided by the 

Engineer. 

Use of different quality boards or the use of old and new boards in 

the same formwork shall not be allowed. 

1.15.14 Hacking-Out 

1. Immediately after removal of forms, the concrete surfaces to 

be plastered shall be roughened with a bush-hammer or with 

chisel and hammer as directed by the Engineer to make the 

surface sufficiently coarse and rough to provide a key for 

plaster.



2. At all construction joints in the beams, slabs and columns etc. 

1.15.15 Measurements: 

laitance and any other loose concrete shall be chipped off 

immediately after striking the formwork. The chipped surface 

shall then be thoroughly cleaned with a jet of water. 

1. Where formwork is paid separately, measurements shall be of 

the area of finally exposed surface requiring shuttering 

including curves, angles, splays, metres, bevels, etc. for which 

no special rate shall be allowed. The rates shall be inclusive of 

all work connected with provision of formwork, its erection 

and removal and treatment of the concrete surface 

immediately after removal of the formwork. 

2. No extra payment shall be made for holes to be made in 

formwork for inserting electrical conduits, hooks for fans, for 

plumbing work. 

3. Where boxes or pockets are required to be formed in the 

concrete, they will be paid for separately at the Contract Rates, 

but in measuring the area of concrete surfaces shuttered, no 

deduction will be made for openings upto 0.4m 2 . For voids 

larger than 0.4m 2 the surface of formwork forming the voids 

shall be paid at rates of formwork set out in the Schedule and 

the area of voids deducted from the face area of shuttering. 

4. No deductions shall be made from formwork of main beams 

where the secondary beams intersects it. Formwork to 

secondary beams shall be measured upto sides of the main 

beams. No deduction shall be made from the formwork to 

stanchion or column casings at intersections of beam.



5. No payment shall be made for temporary formwork used in 

concreting, nor for formwork required for joints or bulkheads, 

in floors, elsewhere, whether such joints are to be covered 

later with concrete or mastic or other material.

particular specifications (road works) - CIDCO Maharashtra Ltd.

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