DESIGN, ENGINEERING, PROCUREMENT & CONSTRUCTION (EPC) OF STORM WATER CHANNEL FROM MAKARPURA LANDFILL CULVERT TO JAMBUVA RIVER PARALLEL TO NATIONAL HIGHWAY. (PHASE -4)

the specifications given below are silent about any aspect in respect any item of work, the work shall be

carried out as per the relevant IS Code of Practice with up-to-date amendments and as per sound

engineering practice as decided by Engineer-in- Charge.

2. EARTHWORK IN EXCAVATION AND BACKFILLING

This specification covers the general requirements of earthwork in excavation in different

materials, site grading, filling in areas as shown in drawing, filling back in trenches, around

foundations and in plinths, conveyance and disposal of surplus soils or stacking them properly as

shown on the drawings and as directed by engineer and all operations covered within the intent

and purpose of this specification.

2. APPLICABLE CODES

The following Indian Standard Codes, unless otherwise specified herein, shall be applicable. In all

cases, the latest revision of the codes shall be referred to.

a. IS: 783 - Code of practice for laying of concrete pipes.

b. IS: 1200 - (Part 1 & Part 27)-Method of Measurement of Building Works

c. IS: 3764 - Safety code for excavation work.

d. IS: 3385 - Code of practice for measurement of Civil Engineering works.

e. IS: 2720 - Part 2 Determination of Moisture Content,

Part 7 Determination of Moisture Content-Dry density relation using Light Compaction,

Part 8 Determination of Moisture Content -Dry density relations using Heavy Compaction,

Part 28 Determination of Dry Density of Soils, in-place, by the Sand Replacement Method,

Part 29 Determination of Dry Density of Soils, in-place, by the Core Cutter Method.

Engineer will issue further drawings wherever, in his opinion such drawings are required to show

areas to be excavated/filled, sequence of priorities etc. Contractor shall follow strictly such

4.1 Contractor shall furnish all tools, plants, instruments, qualified supervisory personnel, labor,

materials, any temporary works, consumable, any and everything necessary, whether or not such

items are specifically stated herein for completion of the job in accordance with specification

4.2 Contractor shall carry out the survey of the site before excavation and set properly all lines and

establish levels for various works such as earthwork in excavation for grading, basement,

foundations, plinth filling, roads, drains, cable trenches, pipelines etc. Such survey shall be carried

out by taking accurate cross sections of the area perpendicular to establish reference/grid lines at

8 m intervals or nearer as determined by Engineer based on ground profile. These shall be

checked by Engineer and thereafter properly recorded.

4.3 The excavation shall be done to correct lines and levels. This shall also include, where required,

proper shoring to maintain excavation and also the furnishing, erecting and

maintaining of substantial barricades around excavated areas and warning lamps at night for

ensuring safety.

4.4 The rates quoted shall also include for dumping of excavated materials in regular heaps, bunds,

riprap with regular slopes as directed by Engineer, within the lead specified and levelling the same

so as to provide natural drainage. Rock/soil excavated shall be stacked properly as directed by

Engineer. As a rule, all softer material shall be laid along the center of heaps, the

harder and more weather resisting materials forming the casing on the sides and the top. Rock

shall be stacked separately.

The area to be excavated filled shall be cleared of fences, trees, plants, logs, stumps, bush,

vegetation, rubbish, slush, etc. and other objectionable matter. If any roots or stumps of trees are

met during excavation, they shall also be removed. The material so removed shall be burnt or

disposed off as directed by Engineer. Where earth fill is intended, the area shall be stripped of all

loose/soft patches, topsoil containing objectionable matter/materials before fill commences.

6. PRECIOUS OBJECTS, RELICS, OBJECTS OF ANTIQUITY, ETC

All gold, silver, oil, minerals, archaeological and other findings of importance, trees cut or other

materials of any description and all precious stones, coins, treasures, relics, antiquities and other

similar things which may be found in or upon the site shall be the property of Owner and

Contractor shall duly preserve the same to the satisfaction of Owner and from time to time deliver

the same to such person or persons as Owner may from time to time authorize or appoint to

receive the same.

7. CLASSIFICATION

All materials to be excavated shall be classified by Engineer, into one of the following classes and

shall be paid for at the rates tendered for that particular class of material. No distinction shall be

made whether the material is dry, moist or wet. The decision of Engineer regarding the

classification of the material shall be final and binding on Contractor and not be a subject matter

of any appeal or arbitration.

Any earthwork will be classified under any of the following categories:

a) Ordinary & Hard Soils

These shall include all kinds of soils containing kankar, sand, silt, murrum and/or shingle, gravel,

clay, loam, peat, ash, shale, etc., which can generally be excavated by spade, pick axes and

shovel, and which is not classified under “soft and decomposed rock” and “hard rock” defined

below. This shall also include embedded rock boulders not longer than 1 meter in any direction

and not more than 200 mm in any one of the other two directions.

b) Soft and Decomposed Rock

This shall include rock, boulders, slag, chalk, slate, hard mica schist, laterite and all other

materials which in the opinion of Engineer is rock, but does not need blasting and could be

removed with picks, hammer, crew bars, wedges, and pneumatic breaking equipment. The

mere fact that Contractor resorts to blasting for reasons of his own shall not qualify for

classification under `hard rock’. This shall also include excavation in macadam and tarred roads

and pavements. This shall also include rock boulders not longer than 1 meter in any

direction and not more than 500 mm in any one of the other tow directions. Masonry to

be dismantled will also be measured under this item.

This shall include all rock occurring in large continuous masses, which cannot be removed except

by blasting for loosening it. Hard varieties of rock with or without veins and secondary

minerals, which, in the opinion of Engineer require blasting, shall be considered as hard

rock. Boulders of rock occurring in such sizes and not classified under (a) and (b) above shall also

be classified as hard rock. Concrete work both reinforced and un-reinforced to be dismantled will

be measured under this item, unless a separate provision is made in the Schedule of Quantities.

8.1 All excavation work shall be carried out by mechanical equipment's unless, in the opinion of

Engineer, the work involved and time schedule permits manual work.

8.2 Excavation for permanent work shall be taken out to such widths, lengths, depths and profiles as

are shown on the drawings or such other lines and grades as may be specified by Engineer.

Rough excavation shall be carried out to a depth 150 mm above the final level. The balance

shall be excavated with special care. Soft pockets shall be removed even below the final

level and extra excavation filled up as directed by Engineer should be carried out just prior to

laying the mud-mat.

8.3 Contractor may, for facility of work or similar other reasons excavate, and also backfill later,

if so approved by Engineer, at his own cost, outside the lines shown on the drawings or

directed by Engineer. Should any excavation be taken below the specified elevations, Contractor

shall fill it up, with concrete of the same class as in the foundation resting thereon, up to

the required elevation. Contractor shall claim no extra on this account.

8.4 All excavation shall be done to the minimum dimensions, as required for safety and working

facility prior approval of Engineer shall be obtained by Contractor in each individual cases, for the

methods he proposes to adopt for the excavation, including dimensions, side slopes, dewatering,

disposal, etc. This approval, however, shall not in any way relieve contractor of his

responsibility for any consequent loss or damage. The excavation must be carried out in the

most expeditious and efficient manner. Side slopes shall be as steep as will stand safely for the

actual soil conditions encountered. Every precaution shall be taken to prevent slips. If slips

occur, the slipped material shall be removed and the slope dressed to a modified stable slope.

Removal of the slipped earth will not be paid for if the slips are due to the negligence of

8.5 Excavation shall be carried out with such tools, tackles and equipment as described above.

Blasting or other methods may be resorted to in the case of hard rock; however not without the

specific permission of Engineer.

8.6 Engineer may also direct that in some extreme case, the rock may be excavated by heating and

sudden quenching for splitting the rock. Fire - wood shall be used for burning and payment shall

be made for such work as called for in the schedule of quantities.

9. STRIPPING LOOSE ROCK

All loose boulders, semi-detached rocks (along with earthy stuff which might move therewith) not

directly in the excavation but so close to the area to be excavated as to be liable, in the opinion of

Engineer, to fill or otherwise endanger the workmen, equipment, or the work, etc., shall be stripped off

and removed away from the area of the excavation. The method used shall be such as not to shatter or

render unstable or unsafe the portion, which was originally sound and safe.

Any material not requiring removal as contemplated in the work, but which, in the opinion of Engineer,

is likely to become loose or unstable later, shall also be promptly and satisfactorily removed as

directed by Engineer. The cost of such stripping will be paid for at the unit rates accepted for the class

of materials in question.

10. TRIMMING TRENCH EXCAVATIONS

Where no bedding material is specified to be laid beneath the pipe the bottom of Trench

Excavations shall be carefully boned in and trimmed true to grade with the aid of a straight

edge at least six meters long so as to ensure a continuous support for the pipes. The trench

bottom shall then be pricked over with a fork and any stones or flints either likely to cause the

pipe to bed unevenly or to damage the pipe and its coating or greater than 20mm in size shall be

picked out of the pipe bed and any holes so formed shall be filled in with soft material and

trimmed to the correct level.

Where no bedding material is specified, all shattered and loose material shall be removed from the

bottom of the Trench Excavation so that the bedding material rest on a solid and clean

11. TRIAL PITS OR TRENCHES

The Engineer-in-Charge may require trial pits or trenches be excavated well ahead of the trench

excavation to such depths as he shall order to determine the alignment for the trench. Any further

trial pits or trenches required by the Contractor to determine the position of underground services,

sub-soils, drains or for any other reason shall be excavated and reinstated at the Contractor’s

The Contractor shall arrange for the refilling and reinstatement of trial pits or trenches to be

carried out immediately after the required information is obtained. The reinstatement to the

surfaces of trial pits or trenches shall be carried out to the approval of the Engineer-in- Charge.

12. EXISTING SERVICE

Where Trench Excavation is carried out close to or across the line of sewers, water lines, gas

pipelines, cables and other services, the Contractor shall, wherever necessary, provide

temporary supports or slings and where such sewer, pipe, cable or other services temporarily

disturbed it shall be replaced for which nothing shall be paid.

Where in the opinion of the Engineer-in-Charge, construction of the pipeline cannot reasonably be

carried out unless the sewer, pipe, cable or other service is permanently severed or

permanently diverted or permanently supported by concrete he shall order the Contractor to

undertake such work.

Notwithstanding any relevant information furnished by the Engineer-in-Charge, the contractor shall

be responsible for ascertaining from his own inspection of the site and from the respective supply

authorities and other public bodies the positions of all mains, pipes and cable whether

underground or overhead, within or near the Site.

13. HEDGES, FENCES AND WALLS

Where the Trench Excavation crosses barriers such as hedges, fences and walls, the Contractor, as

temporary measure during construction of the pipeline, shall provide temporary fencing for any

parts of such barriers as have had to be removed.

After Trench Excavation has been reinstated, the Contractor shall carry out such work as the

Engineer-in-Charge may order for permanent restoration of such barriers.

14. CROSSING WATER COURSES ETC.

Where the pipeline crosses nallaha, culverts and other watercourses, the Contractor shall be

deemed to have allowed for all the additional measures necessary for the proper construction of

the pipeline at these crossing including maintaining the full flow of water across the trench.

The excavation under sub-soil water shall be classified as excavation in saturated soil.

The sub-soil water table is likely to be met with during the execution of work. For measurement

of different items required to be executed at site, actual sub- soil water table shall be recorded in

pits dug along the specified length of alignment and the average steady water level shall be taken.

The sub-soil water table shall be recorded by the department/Engineer-in-charge/ a team of

Engineers and the contractor. The measurement of works/items as per Bill of Quantities executed

under sub-soil water will be made/worked out with center of gravity i.e. the quantity will be

calculated by multiplying the depth measured from top of sub-soil water level up to the center of

gravity of cross-sectional area of the item.

The contractor shall arrange sufficient number of diesel and Electric Pump for lowering down the

water table below the required excavation level and to keep the excavation dry for sufficient period

to enable of works executed. The contractor shall also arrange at his cost Diesel generator Sets of

adequate capacity as a standby arrangement in good running condition including making pressure

release holes if necessary and plugging the same subsequently to the satisfaction of Engineer-in-

Charge. Pumping of sub-soil water shall be ensured to be continued to keep sub-soil water level

well below the deepest construction level during execution to avoid floatation of the partially

constructed structure due to uplift pressure of subsoil water. This arrangement shall be

maintained till full structure has been constructed the uplift pressure due to sub-soil water.

Nothing extra shall be paid over and above the rates quoted in the BOQ.

The sub-soil water pumped will be drained off to the proper disposal point. The drain shall be kept

cleaned regularly. Contractor shall ensure hygienic conditions as per the guidelines and procedure

of the health/sanitation department and nothing extra shall be paid on this account.

While withdrawing the casing pipes of the bores, the space and the cavity so formed, the

contractor shall fill the same with sand at his own cost.

15. FILL, BACK FILLING AND SITE GRADING

All fill materials will be subject to Engineer’s approval. If Engineer rejects any materials,

Contractor shall remove the same forthwith from the site at no extra cost to the Owner.

Surplus fill material shall be deposited/disposed off as directed by Engineer after the fill work

is completed. No earth fill shall commence until surface water discharges and streams have

been properly intercepted or otherwise dealt with as directed by Engineer.

To the extent available, selected surplus spoils from excavated materials shall be used as

backfill. Fill materials shall be free from clods, salts, sulphates, and organic or other foreign

material. All clods of earth shall be broken into pieces not larger than 150-mm size mixed

with properly graded fine materials consisting of murrum or earth to fill up the voids and the

mixture used for filling.

15.3If any selected fill material is required to be borrowed;Contractor shall make arrangements

for bringing such material from outside borrow pits. The material and source shall be subject to

prior approval of Engineer. The approved borrow pit area shall be cleared of all bushes, roots

of trees, plants, rubbish etc. top soil containing salts/ sulphates and other foreign materials

shall be removed. The materials so removed shall be burnt or disposed off as directed by

Engineer. Contractor shall make necessary access roads to borrow areas and maintain the same, if

such access road does not exist, at his cost.

15.4 FILLING IN PITS AND TRENCHES AROUND FOUNDATIONS OF STRUCTURES, WALLS ETC.

As soon as the work in foundations has been accepted and measured, the spaces

around the foundations, structures, pits, trenches etc, shall be cleared of all debris, and filled

with earth in layers not exceeding 45 cm., each layer being watered, rammed and properly

consolidated, before the succeeding one is laid. Each layer shall be consolidated to the

satisfaction of Engineer. Earth shall be rammed with approved mechanical compaction

machines. Usually no manual compaction shall be allowed unless Engineer is satisfied than

in some cases manual compaction by tampers cannot be avoided. The final backfill surface shall

be trimmed and leveled to proper profile as directed by Engineer or indicated on the drawings.

15.5 PLINTH FILLING

Plinth filling shall be carried out with approved material as described above in layers not

exceeding 45 cm, watered and compacted with mechanical compaction machines. Engineer May

however permit manual compaction by hand tampers in case he is satisfied that mechanical

compaction is not possible. When filling reaches the finished level, the surface shall be flooded

with water, unless otherwise directed, for at least 24 hours, allowed to dry and then the surface

again compacted as specified above to avoid settlements at a later stage. The finished level of

the filling shall be trimmed to the level/slope specified.

Where specified in the schedule of works, compaction of the plinth fill shall be carried out by

means of 12 tones rollers smooth wheeled, sheep-foot or wobbly wheeled rollers. A smaller

weight roller may be used only if permitted by Engineer. As rolling proceeds water

sprinkling shall be done to assist consolidation. Water shall not be sprinkled incase of sandy

fill. The thickness of each unconsolidated fill layer can in this case be up to a

maximum of 450 mm. Engineer will determine the thickness of the layers in which fill has to be

consolidated depending on the fill materials and equipment used. Rolling shall commence from

the outer edge and progress towards the centre and continue until compaction is to the

satisfaction of Engineer, but in no case less than 10 passes of the roller will be accepted for

each layer. The compacted surface shall be properly shaped, trimmed and consolidated to an

even and uniform gradient. All soft spots shall be excavated and filled and

consolidated. At some location/areas it may not be possible to use rollers because of

space restrictions etc. Contractor shall then be permitted to use pneumatic tampers, rammers,

etc. and he shall ensure proper compaction.

15.6 SAND FILLING IN PLINTH AND OTHER PLACES

At places backfilling shall be carried out with local sand if directed by Engineer. The sand

used shall be clean, medium grained and free from impurities. The filling-in-sand shall be kept

flooded with water for 24 hours to ensure maximum consolidation. Any temporary work

required to contain sand under flooded condition shall be to Contractor’s account. The surface

of the consolidated sand shall be dressed to required level or slope. Construction of floors or

other structures on sand fill shall not be started until Engineer has inspected and approved the fill.

15.7 FILLING IN TRENCHES

Filling in trenches for pipes and drains shall be commenced as soon as the joints of pipe and

drains have been tested and passed. The backfilling materials shall be properly consolidated by

watering and ramming, taking due care that no damage is caused to the pipes.

Where the trenches are excavated in soil, the filling from the bottom of the trench to the level of

the centerline of the pipe shall be done by hand compaction with selected approved earth in

layers, backfilling above the level of the centre line of the pipe shall be done with selected

earth by hand compaction or other approved means in layers.

In case of excavation of trenches in rock, the filling up to a level 30 cm. above the top of the

pipe shall be done with fine materials, such as earth, murrum etc. The filling up of the level of

the centerline of the pipe shall be done by hand compaction in layers. Whereas the filling

above the centerline of the pipe shall be done by hand compaction or approved means in layer

not exceeding 45 cm. The filling from a level 30-cm above the top of the pipe to the trench shall

be done by hand or other approved mechanical methods with broken rock filling mixed with

fine material as available to fill up the voids.

Filling of the trenches shall be carried simultaneously on both sides of the pipe to avoid

unequal pressure on the pipe.

16. GENERAL SITE GRADING

16.1 Site grading shall be carried out as indicated in the drawings and as directed by Engineer.

Excavation shall be carried out as specified in the specification. Filling and compaction shall be

carried out as specified under Clause 10.0 and elsewhere unless otherwise indicated below.

16.2 If no compaction is called for, the fill may be deposited to the full height in one operation and

leveled. If the fill has to be compacted, it shall be placed in layers not exceeding 450 mm

and leveled uniformly and compacted as indicated in Clause 10.0 before the next layer is

16.3 To ensure that the fill has been compacted as specified, field and laboratory tests shall be

carried out by Contractor at his cost.

16.4 Field compaction test shall be carried out at different stages of filling and also after the fill to

the entire height has been completed. This shall hold good for embankments as well.

16.5 Contractor shall protect the earth fill from being washed away by rain or damaged in any other way

Should any slip occur, Contractor should remove the affected material and make good the slip

16.6 The fill shall be carried out to such dimensions and levels as indicated on the

drawings after the stipulated compaction. The fill will be considered as incomplete if the

desired compaction has not been obtained.

16.7 If specifically permitted by Engineer, compaction can be obtained by allowing loaded

trucks conveying fill or other material to ply over the fill area. Even if such a method is

permitted, it will be for Contractor to demonstrate that the desired/ specified compaction has been

obtained. In order that the fill may be reasonably uniform throughout, the material should be

dumped in place in approximately uniform layers. Traffic over the fill shall then be so routed to

compact the area uniformly throughout.

16.8 If so specified, the rock as obtained from excavation may be used for filling and leveling to

indicate grades without further breaking. In such an event, filling shall be done in layers not

exceeding 50 cm approximately. After rock filling to the approximate level, indicated above has

been carried out the void in the rocks shall be filled with finer materials such as earth, broken

stone, etc. and the area flooded so that the finer materials fill up the voids. Care shall be taken

out. Over the layer so filled, as 100 mm thick mixed layer of broken material and earth shall be

laid and consolidation carried out by a 12-tone roller. No less than twelve passes of the roller

shall be accepted before subsequent similar operations are taken up.

17. FILL DENSITY

The compaction only where so called for, in the schedule of quantities/items shall comply with

the specified (proctor modified proctor) density at moisture content differing not more than

percent from the optimum moisture content. Contractor shall demonstrate adequately at his cost,

by field and laboratory tests that the specified density has been obtained. The contractor

shall have to submit fill density tests reports. For compaction the contractor shall have to

pour water by means of Tankers to match water volume with equivalent approximately 15%

pour value of earth fill. For that statements / records of water tankers shall have to be submitted

to the Engineer-in-charge.

Lead for deposition/disposal of excavated material, shall be as specified in the respective item

of work. For the purpose of measurement of lead, the area to be excavated or filled or area on

which excavated material is to be deposited/disposed off shall be divided into suitable blocks and

for each of the blocks, the distance between centerlines shall be taken as the lead which shall

be measured by the shortest straight line route on the plan and not the actual route taken by

Contractor. No extra compensation is admissible on the grounds that the lead including that for

borrowed material had to be transported over marshy or `katcha’ land/route. The disposal of

surplus material shall be done in the area specified by the Engineer-in-charge (within the VMC

19. MEASUREMENT AND PAYMENT

19.1 Backfilling as per specification the sides of foundations of columns, footings, structures, walls,

tanks, rafts, trenches etc. With excavated materials will not be paid for separately. It shall

be clearly understood that the rate quoted for excavation including backfilling shall include

stacking of excavated material as directed, excavation/packing of selected stacked material,

conveying it to the place of final backfill, compaction etc. as specified. As a rule, material to

be backfilled shall be stacked temporarily within the VMC limit. If Engineer directs/permits a lead

of over 100 meters for such material, the conveyance of the material for the extra distance over

the basic lead of 100 meters for backfilling will be paid for.

19.2 Payment for fill inside trenches, plinth or similar filling with selected excavated material will be

made for only compaction as specified/directed. Cost of all other operations shall be deemed to

have been covered in the rate quoted for excavation. Payment for this work will be made based on

measurement of plinth/trench dimensions filled. The Plinth ground levels shall be surveyed

before hand for this purpose. If no compaction is specified/desired such filling will not be

separately paid for. In such an event the fill shall be finished/finished to the profile as directed

at no extra cost.

19.3 Backfilling, plinth filling etc. with borrowed earth will be paid for at rates quoted. The quoted

rate shall include all operations such as clearing, excavation, lead and transport, fill,

compaction etc. as specified. Actual quantity of consolidated filling or actual quantity or

excavation in the borrow pits (less such topsoil which has been excavation and not used for

filling) whichever is less shall be measured and paid for in cubic meters. The lead, lift

etc. shall be as indicated in the schedule of quantities.

19.4 Actual quantity of consolidated sand filling shall be measured and paid in cubic meters.

19.5 The excavation and working in wet condition including De-watering shall be paid based on

the approved tender rate with out any extra rate.

This specification covers the general requirements of timber shoring for excavation of trenches, pits,

open excavations etc. Shoring / Strutting item shall be operated by the contractor where excavation in

slope as mentioned in excavation clause is not possible due to space restriction or where the soil

strata is loose and needs protection and safet for working.

2.1 Close timbering shall be done by completely covering the sides of the trenches and pits generally

with short, upright members called `polling boards’. These shall be of minimum 25 cm x 4 cm

sections or as directed by Engineer. The board shall generally be placed in position

vertically side by side without any gap on each side of the excavation and

shall be secured by horizontal walling of strong wood at maximum 1.2 meters spacing,

strutted with bellies or as directed by Engineer. The length of the belie struts shall

depend on the width of the trench or pit. If the soil is very soft and loose, the boards shall be

placed horizontally against each side of the excavation and supported by vertical

wailings, which in turn shall be suitably strutted. The lowest boards supporting the sides

shall be taken into the ground and no portion of the vertical side of the trench or pit shall

remain exposed, so as to render the earth liable to slip out.

2.2 Timber shoring shall be `close’ or `open’ type, depending on the nature of soil and the depth of pit

or trench. The type of timbering shall be as approved by Engineer. It shall be the responsibility

of contactor to take all necessary steps to prevent the sides of excavations, trenches, pits, etc.,

from collapsing.

2.3 Timber shoring may be required to keep the sides of excavations vertical to ensure safety of

adjoining structures or to limit the slope of excavations, or due to space restrictions or for other

reasons. Such shoring shall be carried out, except in an emergency, only under instructions from

2.4 The withdrawal of the timber shall be done very carefully to prevent the collapse of the pit or

trench. It shall be started at one end and proceeded with systematically to the other end.

Concrete or masonry shall not be damaged during the removal of the timber. No claim shall be

entertained for any timber, which cannot be withdrawn and is lost or buried.

2.5 In case of open timbering the entire surface of the side of trench or pit is not required to the

covered. The vertical boards of minimum 25 cm x 4 cm sections shall be spaced sufficiently apart to

leave unsupported strips of maximum 50 cm average width. The detailed arrangement, sizes of

the timber and the spacing shall be subject to the approval of Engineer. In all other respects,

specification for close timbering shall apply to open timbering.

2.6 In case of large pits and open excavations, where shoring is required for securing safety of

adjoining structures or for any other reasons and where the planking for sides of

excavations/pits cannot be strutted against, suitable inclined struts supported on the excavated

bed shall be provided. Load from such struts shall be suitably distributed on the bed to

ensure no yielding of the strut. If, however, Engineer directs any timbering to be left in,

keeping in min```d the type of construction or any other factor, Contractor shall be paid for at

the scheduled item rate for such left - in timbering.

The actual effective area of shored faces as approved by Engineer shall be measured in sq. m.

The area of planking embedded in the bed/sides of excavation will not be considered, nor the

area supporting inclined struts in case of large pits/open excavation. All planks, boards,

waling, verticals, struts, props and all other materials for shoring and subsequent safe

dismantling and removal shall be included in the quoted unit rates.

3. DEWATERING AND DIVERTING OF CONTENTS OF KAANS

This specification covers the general requirements of dewatering in general.

2.1 All excavations shall be kept free of water; Grading in the vicinity of excavations shall be

controlled to prevent surface water running into excavated areas. Contractor shall remove by

pumping or other means approved by Engineer any water inclusive of rain water and subsoil

water accumulated in excavations and keep all excavating dewatered until the foundation work

is completed and backfilled Sumps made for dewatering must be kept clear of the

excavations/trenches required for further work. Method of pumps shall be approved by Engineer

but in any case, the pumping arrangement shall be such that there shall be no movement of

subsoil or blowing in due to differential head of water during pumping. Pumping arrangements

shall be adequate to ensure no delays in construction.

2.2 When there is a continuous inflow of water and quantum of water to be handled is considered in

the opinion of Engineer, as large, well point system - Single stage of multistage, shall be adopted,

Contractor shall submit to Engineer his scheme of well point system including the stages, the

spacing, number and diameter of well points, headers etc., and the number, capacity and location

of pumps of approval. Unless separately provided for in the Schedule of prices, the cost of

dewatering shall be including in the item rate for excavation.

Unless separately provided for in the Schedule of quantities, dewatering is deemed to have been

included in the unit rates quoted for excavation. If separately provided for, the unit of

measurement shall be as indicated in the schedule of quantities.

4. STROM WATER DRAINAGE

Grading in the vicinity of excavation shall be such as to exclude rain/surface water

draining into excavated areas. Excavation shall be kept clean of rain and such water as the

contractor may be using for his work by suitably pumping out the same at no extra cost to

the Owner. The Engineer shall approve the scheme for pumping and discharge of such water.

5. CONCRETE AND ALLIED WORKS

1.1 This specification covers the general requirements for concrete using on-site production

facilities including requirements in regard to the quality, handling, storage of ingredients,

proportioning, batching, mixing, transporting, placing, curing, protecting, repairing, finishing

and testing of concrete, Formwork; requirements in regard to the quality storage, bending and

fixing of reinforcement grouting as well as mode of measurement and payment for completed

1.2 These specifications are complementary and are to be read together for correct interpretation of

the provisions of this specification.

1.3 It shall be very clearly understood that the specifications given herein are brief and do

not cover minute details. However, all works shall have to be carried out in accordance

with the relevant standards and codes of practices or in their absence in accordance

with the best accepted current engineering practices or as directed by ENGINEER from the

time to time. The decision of ENGINEER as regards the specification to be adopted and their

interpretation and the mode of execution of work shall be final and binding on CONTRACTOR

and no claim whatsoever will be entertained on this account.

1.4 Irrespective of the tender conditions, the Contractor shall use only Ready Mixed Concrete

(RMC) for all the major concrete work.

2. APPLICABLE CODE AND SPECIFICATIONS

2.1 The following specifications, standards and codes including all official amendments/revisions

and other specifications and codes referred to therein, should be considered a part of this

specification. In all cases the latest issue/edition/revision shall apply. In case of discrepancy

between this specification and those referred to herein below or other specifications

forming a part of this bid document, this specification shall govern.

1) IS: 269 - Specification for 33 grade ordinary Portland cement

2) IS: 455 - Specification for Portland slag cement

3) IS: 1489 (Part 1 &2) -Specification for Portland- Pozzolana cement

4) IS: 8112 - Specification for 43-grade ordinary Portland cement.

5) IS: 12330 - Specification for Sulphate resisting Portland cement

6) IS: 383 - Specification for coarse and fine aggregates from natural sources for concrete

7) IS: 432 - Specification for mild steel and medium tensile steel bars and hard-drawn steel

wires for concrete reinforcement.

8) IS:1786- Specification for high strength deformed steel bars and wires for concrete

9) IS: 1566 - Specification for hard-drawn steel wire fabric for concrete reinforcement

10) IS: 9103 - Specification for admixtures for concrete

11) IS: 2645 - Specification for integral cement water proofing compounds

12) IS: 4990 - Specification for plywood for concrete shuttering work.

13) IS: 12269 - Specifications for 53 grade Ordinary Portland Cement.

2.3 MATERIAL TESTING

14) IS: 4031(Parts 1 to 15) -Methods of physical tests for hydraulic cement

15) IS: 4032 - Method of chemical analysis of hydraulic cement

16) IS: 650 - Specification for standard sand for testing of cement.

17) IS: 2430 - Methods for sampling of aggregates for concrete.

18) IS: 2386 - Methods of test for aggregates for concrete (Parts 1 to 8)

19) IS: 3035 - Methods of sampling and test (physical and chemical) water used in industry

20) IS: 6925 - Methods of test for determination of water-soluble chlorides in concrete

2.4 MATERIALS STORAGE

21) 1) IS: 4082-Recommendations on stacking and storing of construction materials at site.

2.5 CONCRETE MIX DESIGN

22) IS: 10262-Recommended guidelines for concrete mix design

23) SP: 23 -Handbook on Concrete Mixes

2.6 CONCRETE TESTING

24) IS: 1199 - Method of sampling and analysis of concrete

25) IS: 516 - Method of test for strength of concrete

26) IS: 9013 - Method of making, curing and determining compressive strength of accelerated

cured concrete test specimens.

27) IS: 8142 - Method of test for determining setting time of concrete by penetration resistance.

28) IS: 9284 - Method of test for abrasion resistance of concrete

29) IS: 2770 - Methods of testing bond in reinforced concrete.

30) IS: 1791 -Specification for batch type concrete mixers.

31) IS: 2438 -Specification for roller pan mixer.

32) IS: 4925 -Specification for concrete batching and mixing plant.

33) IS: 5892 -Specification for concrete transit mixer and agitator

34) IS: 7242 -Specification for concrete spreaders

35) IS: 2505 -General Requirements for concrete vibrators : Immersion type..

36) IS: 2505 -General Requirements for screed board concrete vibrators

37) IS: 2514-Specification for concrete vibrating tables.

38) IS: 3366 -Specification for form vibrators for concrete.

39) IS: 4656- Specification for form vibrators for concrete.

40) IS: 11993- Code of practice for use of screed board concrete vibrators.

41) IS: 7251 - Specification for concrete finishers.

42) IS: 2722 - Specification for portable swing weigh batchers for concrete (single and

double bucket type).

43) 14) IS: 2750 - Specification for steel scaffoldings

2.8 CODES OF PRACTICE

44) IS: 456 -Code of practice for plain and reinforced concrete

45) IS: 457 -Code of practice for general construction of plain and reinforced concrete for dams

and other massive structures.

46) IS: 3370-Code of practice for concrete structure for storage of liquids (Parts 1 to 4)

47) IS: 3935-Code of practice for composite construction.

48) IS: 2204-Code of practice for construction of reinforced concrete shell roof.

49) IS: 2210 -Criteria for the design of reinforced concrete shell structures and folded plates.

50) IS: 2502-Code of practice for bending and fixing of bars for concrete reinforcement.

51) IS: 5525-Recommendation for detailing of reinforcement in reinforced concrete works.

52) IS: 2751-Code of practice for welding of mild steel plain and deformed bars used for reinforced

concrete construction.

53) IS: 9417 -Specification for welding cold worked bars for reinforced concrete

54) IS: 3558-Code of practice for use of immersion vibrators for consolidating concrete.

55) IS: 3414 -Code of practice for use of design and installation of joints in buildings.

56) IS: 4326 -Code of practice for earthquake resistant construction of building.

57) IS: 4014 -Code of practice for steel tubular scaffolding (Part 1& 2)

58) IS: 2571 -Code of practice for laying in-situ cement concrete flooring.

59) IS: 7861 -Code of practice for extreme weather concreting. Part - 1 recommended practice for

60) Part - 2 recommended practice for cold weather concreting

2.9 CONSTRUCTION SAFETY

61) IS: 3696 -Safety code for scaffolds and ladders (Parts 1 & 2)

62) IS: 7696 -Safety code for handling and storage of building materials

63) IS: 8989 -Safety code for erection of concrete framed structures.

2.10 MEASUREMENT

64) 1) IS: 1200 -Method of measurement of building and engineering works.

3.1 ENGINEER shall have the right at all times to inspect all operations including the sources of

materials, procurement, layout and storage of materials, the concrete batching and mixing

equipment, and the quality control system. Such an inspection shall be arranged and Engineer’s

approval obtained, prior to starting of concrete work. This shall, however, not relieve CONTRACTOR

of any of his responsibilities. All materials, which do not conform to this specification, shall be

3.2 Materials should be selected so that they can satisfy the design requirements of strength,

serviceability, safety, durability and finish with due regards to the functional requirements and the

environmental conditions to which the structure will be subjected conditions to which the structure

will be subjected. Materials complying with codes/standards shall generally be used. Other

materials may be used after approval of the ENGINEER and after establishing their

performance suitability based on previous data, experience or test.

Unless otherwise specified in specification or called for by ENGINEER/OWNER, cement shall be

Ordinary Portland Cement (OPC) conforming to IS:269 (latest edition). The approved makes of

Cement shall be ACC, Ultratech, JK Laxmi, Ambuja, Sanghi, Binani, Birla, Hathi, Kamal, Birla Cement

wonder, Nuvoco vistas.

Where OPC is used, it shall be ensured that consistency of quality is maintained, there will be

no adverse interactions between the materials and the finish specified is not marred.

Only one type of cement shall be used in any one mix. The source of supply type or brand for

cement within the same structure or portion thereof shall not be changed without approval from

Cement, which is not used within 90 days from its date of manufacture, shall be tested at a

laboratory approved by ENGINEER and until the results of such tests are found satisfactory, it

shall not be used in any work.

4.2 AGGREGATES (GENERAL)

Aggregates shall consist of naturally occurring stones (crushed or uncrushed), gravel and sand.

They shall be chemically inert, strong, hard, clean, durable against weathering, of limited

porosity, free from dust/silt/organic impurities/deleterious materials and conform to IS:

Aggregates such as slag, crushed over burnt bricks, bloated clay ash, sintered fly ash and tiles

shall not be used.

Aggregates for special purposes shall be as specified in specifications.

Aggregates shall be washed and screened before use where necessary or if directed by the

Aggregates containing reactive materials shall be used only after tests conclusively prove that

there will be no adverse affect on strength, durability and finish including long-term effects, on the

The fineness modules of sand shall neither be less than 2.2 nor more than

The maximum size of coarse aggregate shall be as stated on the drawings but in no as greater than

1/4 of the minimum thickness of the member.

Plums 160 mm and above of a reasonable size may be used where directed. Plums shall not

constitute more than 20% by volume of the concrete.

Water used for both mixing and curing shall conform to IS : 456. Potable water generally

Water containing any excess of acid, alkali, sugar or salt shall not be used.

4.4 REINFORCEMENT

The Reinforcement bars shall be TMT grade Fe500 conforming to BIS as shown or specified on

the drawing. The approved makes of the reinforcement shall be SAIL / Vizag / Tata / Welspun /

Electrotherm / National / Hytuff /Gujarat NRE, Kamdhenu/ Friends/ Pagoda/Jindal/Essar/ German

TMX/ Mono Steel/Rudra TMX/Nilkanth/Birla/ Gallant TMT

All reinforcement shall be clean, free from pitting, oil, grease, paint, loose mill scales, rust, dirty,

dust, or any other substance that will destroy or reduce bond.

If permitted by ENGINEER, welding of reinforcement shall be done in accordance with IS : 2751 or

IS: 9417 as applicable.

Accelerating, retarding, water reducing and air entraining admixtures shall conform to IS:

9103 and integral water proofing admixtures to IS:2645.

Admixtures may be used in concrete as per manufacturer’s instructions only with the

approval of ENGINEER based upon evidence that with the passage of time neither the

compressive strength nor its durability is reduced. Trial mixes shall verify an admixture's

suitability and effectiveness with the other materials used in the works. If two or more

admixtures are to be used simultaneously in the same concrete mix, their interaction shall be

checked and trial mixes done to ensure their compatibility. There should also be on

increase in risk of corrosion of the reinforcement or other embedment.

Calcium chloride shall not be used for accelerating set of the cement for any

concrete containing reinforcement or embedded steel parts. When c a l c i u m chloride is

permitted such as in mass concrete works, it shall be dissolved in water and added to the mixing

water by an amount not exceeding 1.5 percent of the weight of the cement in each batch of

concrete. The designed concrete mix shall be corrected accordingly.

Wastage allowance for cement and steel shall be as specified under Instruction to Bidders.

5. SAMPLES AND TESTS

All materials used for the works shall be tested before use.

Manufacturer’s test certificate shall be furnished for each batch of cement/steel and when

directed by ENGINEER. Samples shall also be got tested by the CONTRACTOR in a govt

approved laboratory approved by ENGINEER at no extra cost to OWNER. However,

where material is supplied by OWNER, all testing charges shall be borne by OWNER,

but transportation of material samples to the laboratory shall have to be done by

CONTRACTOR at no extra cost.

Sampling and testing shall be as per IS: 2385 under the supervision of ENGINEER. The cost of

all tests, sampling etc. shall be borne by CONTRACTOR.

Water to be used shall be tested to comply with requirements of IS:

CONTRACTOR shall furnish manufacture’s test certificates and technical literature for the

admixture proposed to be used. If directed the admixture shall be got tested at an approved

laboratory at no extra cost.

6. STORING OF MATERIALS

All materials shall be stored in a manner so as to prevent its deterioration and contamination, which

would preclude its use in the works. Requirements of IS:4082 shall be complied with.

CONTRACTOR will have to make his own arrangements for the storage of adequate quantity

of cement even if stored properly by OWNER. If such cement is not stored properly and

has deteriorated, the material shall be rejected. Cost of such rejected cement,

where OWNER supplies cement, shall be recovered at issue rate or open market rates

which ever is higher. Cement bags shall be stored in dry weatherproof shed with a raised

floor, well away form the outer walls and insulated from the floor to avoid moisture from

ground. Not more than 15 bags shall be stacked in any tier. ENGINEER shall approve storage

arrangement. Storage under tarpaulin shall not be permitted. Each consignment of cement

shall be stored separately and consumed in its order of receipt.

Each size of coarse and fine aggregates shall be stacked separately and shall be protected

from leaves and contamination with foreign material. The stacks shall be on hard, clean, free

draining bases, draining away from the concrete mixing area.

CONTRACTOR shall make his own arrangements for storing water at site in tanks to prevent

The reinforcement shall be stacked on top of timber sleepers to avoid contact with ground/water.

Each type and size shall be stacked separately.

Concrete grade shall be as designated on drawings. In concrete grade M15, M20 etc. the number

represents the specified characteristic compressive strength of 150 mm cube

at 28 days, expressed in N/sq.mm as per IS:456. Concrete in the work shall be “DESIGN MIX

CONCRETE” or "NOMINAL MIX CONCRETE". All concrete works of grade M5, M7.5 and M10 shall

be NOMINAL MIX CONCRETE whereas all other grades, M15 and above, shall be DESIGN MIX

CONCRETE. The Contractor shall use only approved Ready Mixed Concrete (RMC) for all the

major concrete. Approved m a k e s being: Ultratech, Nuvoco Vistas Corp. Ltd (formerly Lafarge),

JK lakshmi. Perfect, Raj or own plant subject to prior approval of TPI/PMC/VMC.

DESIGN MIX CONCRETE

Mix Design & Testing

For Design Mix Concrete, the mix shall be designed according to IS: 10262 and SP: 23 to

provide the grade of concrete having the required workability and characteristic strength

not less than appropriate values given in IS:456. The design mix shall in addition be

such that it is cohesive and does not segregate and should result in dense and

durable concrete and also capable of giving the finish as specified. For liquid

retaining structures, the mix shall also result in watertight concrete. The

CONTRACTOR shall exercise great care while designing the concrete mix and executing

the works to achieve the desired result.

Unless otherwise specifically mentioned in specifications, the minimum cement content

for Design Mix Concrete shall be as per Appendix - A of IS :56 or as given below whichever is

Grade of Concrete Minimum Cement Content in Kg/Cum. of

The minimum cement content stipulated above should be adopted irrespective of whether the

CONTRACTOR achieves the desired strength with less quantity of cement. The Contractor’s

quoted rates for concrete shall provide for the above eventuality and nothing extra shall become

payable to the CONTRACTOR in this account. Even in the case where the quantity of cement

required is higher than that specified above to achieve desired strength based on an approved mix

design, nothing extra shall become payable to the CONTRACTOR.

It shall be Contractor’s sole responsibility to carry out the mix design at his own cost. He

shall furnish to ENGINEER at least 30 days before concreting operations, a statement of

proportions proposed to be used for the various concrete mixes and the strength results

obtained. The strength requirements of the concrete mixes ascertained on 150 mm cubes

as per IS: 516 shall comply with the requirements of IS:

Minimum Compressive Strength

Grade of Concrete N/sq.mm at 7 days N/sq.mm at

A range of slumps, which shall generally be used for various types of construction unless

otherwise instructed by the ENGINEER, is given below:

Slump in Millimeters

Structure Maximum Minimum

Reinforced foundation walls and footing 75

Plain footings, caissons and substructure walls 75

T.G. and massive compressor foundations 50

Slabs, Beams and reinforced walls 100

Pumps, & Miscellaneous 75

Building columns 100

Heavy mass construction 50

Batching & mixing of Concrete

Proportions of aggregates and cement, as decided by the concrete mix design, shall be by weight.

These proportions shall be maintained during subsequent concrete batching by means of weigh

batchers capable of controlling the weights within one percent of the desired value.

Amount of water added shall be such as to produce dense concrete of required consistency,

specified strength and satisfactory workability and shall be so adjusted to account for moisture

content in the aggregates. Water - cement ratio specified for use by ENGINEER shall be

maintained. Each time the work stops, the mixer shall be cleaned out, and while recommencing; the

first batch shall have 10% additional cement to allow for sticking in the drum.

Arrangement should be made by CONTRACTOR to have the cubes tested in an approved

laboratory or in field at his own expense, with prior consent of ENGINEER. Sampling and

testing of strength and workability of concrete shall be as per IS : 1199, IS:516 and IS :

7.2 NOMINAL MIX CONCRETE

Mix Design & Testing

Mix design and preliminary tests are not necessary for Nominal Mix Concrete. However works

tests shall be carried out as per IS: 456. Proportions for Nominal Mix Concrete and w/c ratio

may be adopted as per Table 3 of IS: 456. However it will be Contractor’s sole responsibility

to adopt appropriate nominal mix proportions to yield the specified strength.

Batching & mixing of Concrete

Based on the adopted nominal mixes, aggregates shall be measured by volume. However cement

shall be by weight only.

8.1 FORMWORK shall be all inclusive and shall consist of but not limited to shores, bracing, sides of

footings, walls, beams and columns, bottom of slabs etc. Including ties, anchors, hangers,

inserts, false work, wedges etc.

8.2 The design and engineering of the framework as well as its construction shall be the responsibility

of CONTRACTOR. However, if so desired by ENGINEER the drawings and calculations for the

design of the Formwork shall be submitted to ENGINEER for approval.

8.3 FORMWORK shall be designed to fulfill the following requirements:

a. Sufficiently rigid and tight to prevent loss of grout or mortar from the concrete at all stages

and appropriate to the methods of placing and compacting.

b. Made of suitable materials

c. Capable of providing concrete of the correct shape and surface finishes within the specified

tolerance limits.

d. Capable of withstanding without deflection the worst combination of self-weight, reinforcement

and concrete weight, all loads and dynamic effects arising from construction and compacting

activities, wind and weather forces.

e. Capable of easily striking without shock, disturbance or damage to the concrete.

f. Soffit forms capable of imparting a camber if required.

g. Soffit forms and supports capable of being left in position if required.

h. Capable of being cleaned and /or coated if necessary immediately prior to casting the concrete,

design temporary opening where necessary for these purposes and to facilitate the preparation

of construction joints.

8.4 The framework may be of timber, plywood, steel, plastic or concrete depending upon the type

of finish specified. Sliding forms and slip form may be used with the approval of ENGINEER.

Timber for FORMWORK shall be well seasoned, free from sap, shakes, and loose knots,

wormholes, warps and other surface defects. Joints between FORMWORK and structures shall be

sufficiently tight to prevent loss of slurry form concrete, using seals if necessary.

8.5 The faces of FORMWORK coming in contact with concrete shall be cleaned and two coats of

approved mould oil applied before fixing reinforcement. All rubbish, particularly chipping,

shavings, sawdust, wire pieces dust etc shall be removed from the interior of the forms before

the concrete is placed. Where directed, cleaning of forms shall be done by blasting with a jet of

compressed air at no extra cost.

8.6 Forms intended for reuse shall be treated with care. Forms that have deteriorated shall not be

used. Before reuse, all forms shall be thoroughly scraped, cleaned, nails removed, holes suitably

plugged, joints repaired and warped lumber replaced to the satisfaction of ENGINEER.

CONTRACTOR shall equip himself with enough shuttering to allow for wastage so as to complete

the job in time.

8.7 Permanent FORMWORK shall be checked for its durability and compatibility with adjoining

concrete before it is used in the structure. It shall be properly anchored to the concrete.

8.8 Wire ties passing through beams, columns and walls shall not be allowed. In their place bolts

passing through sleeves shall be used. FORMWORK spacers left in situ shall not impair the

desired appearance or durability of the structure by causing spelling, rust staining or allowing the

passage of moisture.

8.9 For liquid retaining structures sleeves shall not be provided for through bolts nor shall through

bolts be removed if provided. The bolts, in the latter case, shall be cut at 25- mm depth from

the surface and the hole made good by cement mortar of the same proportion as the concrete just

after striking the FORMWORK.

8.10 Where specified or shown on drawings all corners and angles exposed in the finished structure

shall have chambers or fillets of 20 mm x 20 mm size.

8.11 Forms for substructure may be omitted when, in the opinion of ENGINEER, the open excavation is

firm enough (in hard non-porous soils) to act as a form such excavations shall be slightly larger,

as directed by ENGINEER, than that required as per drawing to compensate for irregularities

8.12 CONTRACTOR shall provide adequate propose carried down to a firm bearing without overloading

any of the structures.

8.13The shuttering for beams and slabs shall be so erected that the side shuttering of beams can

be removed without disturbing the bottom shuttering. If the shuttering for a column is erected for

the full height of the column, one side shall be built up in sections as placing of concrete

proceeds or windows left for placing concrete form the side to limit the drop of placing concrete

from the side to limit the drop of concrete to 1.0 m or as directed by ENGINEER. CONTRACTOR

shall temporarily and securely fix items to be cast in (embedment/inserts) in manner that will

not hinder the striking of forms or permit loss of grout.

8.14FORMWORK showing excessive distortion during any stage of construction shall be repositioned

and strengthened. Placed concrete affected by faulty FORMWORK, shall be entirely removed

and FORMWORK corrected prior to placement of new concrete at contractor’s cost.

8.15The striking time for FORMWORK shall be determined based on the following requirements:

a. Development of adequate concrete strength

b. Permissible deflection at time of striking formwork

c. Curing procedure employed - its efficiency and effectiveness

d. Subsequent surface treatment to be done

e. Prevention of thermal cracking at re-entrant angles

f. Ambient temperature, and

g. Aggressive of the environment (unless immediate adequate steps are taken to prevent damage to

8.16Under normal circumstance (generally where temperature are above 20 Deg. C) forms may be

struck after expiry of the time period given in IS: 456 unless directed otherwise by ENGINEER.

For Portland Pozzolana cement stripping time shall be suitably modified as directed by the

ENGINEER. It is the contractor’s responsibility to ensure that forms are not struck until the

concrete has developed sufficient strength to support itself, does not undergo excessive

deformation and resist surface damage and any stressed arising during the construction period.

9. REINFORCEMENT WORKMANSHIP

9.1 Reinforcing bars supplied, bent or in coils, shall be straightened cold without damage at no

extra cost. No bending shall be done when ambient temperature is below 5 Deg. C. Local

warming may be permitted if steel is kept below 100 Deg. C.

9.2 All bars shall be accurately bent gradually and according to the sizes and shapes shown on the

drawings/schedules or a directed by ENGINEER.

9.3 Re-bending or straightening incorrectly bent bars shall not be done without approval of ENGINEER

9.4 Reinforcement shall be accurately fixed and maintained firmly in the correct position by the

use of blocks, spacers, chairs, binding wire etc. to prevent displacement during placing and

compaction of concrete. The tied in-place reinforcement shall be approved by ENGINEER prior to

concrete placement. Spacers shall be of such materials and design as will be durable, not lead

to corrosion of the reinforcement and not cause spalling of the concrete cover.

9.5 Binding wire shall be 16-gauge soft annealed wire. Ends of the binding wire shall be bent away

from the concrete surface and in n case encroach into the concrete cover.

9.6 Substitution of reinforcement, laps/splices not shown on drawing shall be subject to

Engineer's approval.

10.1 Tolerance for formed and concrete dimensions shall be as per IS: 456 unless specified otherwise.

10.2 Tolerance specified for horizontal or vertical building lines or footing shall not be

constructed to permit encroachment beyond the legal boundaries.

11. PREPARATION PRIOR TO CONCRETE PLACEMENT

11.1 Before concrete is actually placed in position, the inside of the FORMWORK shall be cleaned

and mould oil applied, inserts and reinforcement shall be correctly positioned and securely held,

necessary openings, pockets etc. provided.

11.2 All arrangements - FORMWORK, equipment and proposed procedure, shall be approved by

ENGINEER. CONTRACTOR shall maintain separate Pour Card for each pour as per the format

12. TRANSPORTING, PLACING AND COMPACTING CONCRETE

12.1 Concrete shall be transported from the mixing plant to the FORMWORK with minimum time

lapse by methods that shall maintain the required workability and will prevent segregation, loss of

any ingredients or ingress of foreign matter or water.

12.2 In all cases concrete shall be deposited as nearly as practicable directly in its final position. To

avoid segregation concrete shall not be re-handled or caused to flow. For locations where direct

placement is not possible and in narrow forms CONTRACTOR shall provide suitable drops

and “Elephant Trunks”. Concrete shall not be dropped from a height of more than

1.0 m as stipulated in clause 8.13.

12.3 Concrete shall not be placed in flowing water. Under water, concrete shall be placed in

position by tremies or pipeline from the mixer and shall never be allowed to fall freely through the

12.4 While placing concrete the CONTRACTOR shall proceed as specified below and also ensure the

a. Continuously between construction joints and predetermined abutments.

b. Without disturbance to forms or reinforcement.

c. Without disturbance to pipes, ducts, fixings and the like to be cast in ensure that such

items are securely fixed. Ensure that concrete cannot enter open ends of pipes and conduits etc.

d. Without dropping in a manner that could cause segregation or shock.

e. In deep pours only when the concrete and FORMWORK designed for this purpose and by

suing suitable chutes or pipes.

f. Do not place if the workability is such that full compaction cannot be achieved.

g. Without disturbing the unsupported sides of excavations prevent contamination of concrete with

earth. Provide sheeting if necessary. In supported excavations, withdraw the linings

progressively as concrete is placed.

h. If placed directly onto hardcore or any other porous materials, dampen the surface to reduce loss of

water from the concrete.

i. Ensure that there is no damage or displacement to sheet membranes.

j. Record the time and location of placing structural concrete.

12.5 Concrete shall normally be compacted in its final position within thirty minutes of leaving the

mixer. Concrete shall be compacted during placing with approved vibrating equipment

without causing segregation until it forms a solid mass free from voids thoroughly worked

around reinforcement and embedded fixtures and into all corners of the FORMWORK.

Immersion vibrators shall be inserted vertically at points not more than 450 mm apart and

withdrawn slowly till air bubbles cease to come to the surface, leaving no voids. When placing

concrete in layers advancing horizontally, care shall be taken to ensure adequate vibration,

blending and melding of the concrete between successive layers. Vibrators shall not be

allowed to come in contact with reinforcement, FORMWORK and finished surfaces after

start of initial set. Over-vibration shall be avoided.

12.6 Concrete may be conveyed and placed by mechanically operated equipment after getting the

complete procedure approved by ENGINEER. The slump shall be held to the minimum necessary

for conveying concrete by this method. When concrete is to be pumped the concrete mix

shall be specially designed to suit pumping. Care shall be taken to avoid stoppages in work

once pumping has started.

12.7 Except when placing with slip forms, each placement of concrete in multiple lift, work shall

be allowed to set for at least 24 hours after the final set of concrete shall stop when

concrete reaches the top of the opening in walls or bottom surface of slab, in slab and beam

construction, and it shall be resumed before concrete takes initial set but not until it has had

time to settle as determined by ENGINEER. Concrete shall be protected against damage until

final acceptance.

13. MASS CONCRETE WORKS

Sequence of pouring for mass concrete works shall be as approved by ENGINEER.CONTRACTOR

shall exercise great care to prevent shrinkage cracks and shall monitor the temperature of the

placed concrete if directed.

14.1 Curing and protection shall start immediately after the compaction of the concrete to protect it

a. Premature drying out, particularly by solar radiation and wind.

b. Leaching out by rain and flowing water

c. Rapid cooling during the first few days after placing

d. High internal thermal gradients

e. Low temperature or frost

f. Vibration and impact, which may disrupt the concrete and interfere with its bond to the

14.2 All concrete, unless directed otherwise by ENGINEER, shall be cured by use of continuous sprays

or ponded water or continuously saturated coverings of sacking, canvas, session or other

absorbent material for the period of complete hydration with a minimum of 7 days. The quality of

curing water shall be the same as that used for mixing.

14.3 Where a curing membrane is directed to be used by the ENGINEER, the same shall be of a

non-wax base and shall not impair the concrete finish in any manner. The curing compound to be

used shall be got approved form the ENGINEER before use and shall be applied with

spraying equipment capable of a smooth, even textured coat.

14.4 Curing may also be done by covering the surface with an impermeable material such as

polyethylene, which shall be well sealed and fastened.

15. CONSTRUCTION JOINTS AND KEYS

15.1 Construction joints will be as shown on the drawing or as approved by ENGINEER. Concrete shall be

placed without interruption until completion of work between construction joints. If stopping of

concreting becomes unavoidable anywhere, a properly formed construction joint shall be made

with the approval of ENGINEER.

15.2 Dowels for concrete work, not likely to be taken up in the near future, shall be coated with

cement slurry and encased in lean concrete as indicated on the drawings or as directed by

15.3Before resuming concreting on a surface which has hardened all laitance and loose stone

shall be thoroughly removed by wire brushing/hacking and surface washed with high pressure

water jet and treated with thin layer of cement slurry for vertical points and a 15 mm

thick layer of cement sand mortar for horizontal layers, the ratio of cement and sand being the

same as in the concrete mix.

15.4When concreting is to be resumed on a surface, which has not fully hardened, all laitance shall

be removed by wire brushing, the surface wetted, free water removed and a coat of cement

slurry applied. On this a layer of concrete not exceeding 150- mm thickness shall be placed

and well rammed against the old work. Thereafter work shall proceed in the he normal way.

16. FOUNDATION BEDDING

All earth surfaces upon which or against which concrete is to be placed, shall be well compacted

and free from standing water, mud or debris. Soft or spongy area shall be cleaned out an and back

filled with either soil- cement mixture, lean concrete or clean sand compacted as directed by

ENGINEER. The surfaces of absorptive soils shall be moistened.

Concrete shall not be deposited on large sloping rock surfaces. The rock shall be cut to form rough

steps or benches by picking, barring or wedging. The rock surface shall be kept wet for 2 to

hours before concreting.

The formwork for concrete works shall be such as to give the finish as specified. The

CONTRACTOR shall make good as directed any unavoidable defects consistent with the type

of concrete and finish specified, defects due to bad workmanship (e.g. damaged or misaligned

forms, defective or poorly compacted concrete) will not be accepted. CONTRACTOR shall

construct the FORMWORK using the correct materials and to meet the requirements of the

design and to produce finished concrete t required dimensions, plumbs, planes and finishes.

17.2 Surface Finish Type F1

This type of finish shall be for a non-exposed concrete surface against which back fill or concrete

is to be placed. The main requirement is that of dense, well-compacted concrete. No treatment is

required except repair of defective areas, filling all form tie holes and cleaning up of loose or

adhering debris. For surface below grade, which will receive waterproofing treatment, the

concrete shall be free of surface irregularities, which would interfere with proper and

effective application of waterproofing material, specified for use.

17.3 Surface Finish Type F2

This type of finish shall be for all concrete work, which will be exposed to view upon completion

of the job. The appearance shall be that of a smooth dense, well - compacted concrete showing the

slight marks of well fitted shuttering joints. The CONTRACTOR shall make good any blemishes.

17.4 Surface Finish Type F3

This type of finish shall be for concrete work which will be exposed to view but to give an

appearance of smooth, dense, well - compacted concrete with no shutter marks,

stain free and with no discoloration, blemishes, arises, air-holes etc. Only lined or coated

plywood with very tight joints shall be used to achieve this finish. The panel size shall be

uniform and as large as practicable. CONTRACTOR shall make any minor blemishes that might

17.5 INTEGRAL CEMENT FINISH ON CONCRETE FLOOR

In all cases where integral cement finish on a concrete floor has been specified, the top

layer of concrete shall be screened off to proper level and tamped with tamper having

conical projections so that the aggregate shall be forced below the surface. The surface shall

be finished with a wooden float and a trowel with pressure. The finish shall be continued till the

concrete reaches its initial set. No cement or cement mortar finish shall be provided on the

surface. Where specified, a floor hardener as approved by the ENGINEER shall be supplied

and used as recommended by the manufacturer.

18. REPAIR AND REPLACEMENT OF UNSATISFACTORY CONCRETE

18.1 Immediately after the shuttering is removed, all the defective areas such as honey- combed

surfaces, rough patches, holes left by form bolts etc. shall be brought to the notice of ENGINEER

who may permit patching of the defective areas or reject the concrete work.

18.2 All through holes for shuttering shall be filled for full depth and neatly plugged flush with surface.

18.3Rejected concrete shall be removed and replaced by CONTRACTOR at no additional cost to

18.4For patching of defective areas all loose materials shall be removed and the surface shall be

prepared as directed by the ENGINEER.

18.5Bonding between hardened and fresh concrete shall be done either by placing cement mortar or by

applying epoxy. The decision of the ENGINEER as to the method of repairs to be adopted shall be

final and binding on the contractor and no extra claim shall be entertained on this

account. The surface shall be saturated with water for 24 hours before patching

is done with 1:5 cement sand mortar. The use of epoxy for bonding fresh concrete shall be

carried out as directed by ENGINEER.

19. VACUUM DEWATERING OF SLABS

19.1 Where specified floor slabs either on grade or suspended, shall be finished by vacuum

DEWATERING including all operations such as poker vibration, surface vibration,

vacuum processing, floating and toweling as per equipment manufacturers recommendation. The

equipment to be used shall be subject to Engineer's approval.

20. HOT WEATHER REQUIREMENTS

Concreting during hot weather shall be carried out as per IS:7861 (Part I). Adequate provisions shall

be made to lower concrete temperatures, which shall not exceed 40 Deg. C at the time of

placement of fresh, concrete. Where directed by ENGINEER, CONTRACTOR shall spray non-wax

based curing compound on unformed concrete surfaces at no extra costs.

21. COLD WEATHER REQUIREMENTS

21.1 Concreting during cold weather shall be carried out as per IS:7861(Part II)

21.2 The ambient temperature during placement and up to final set shall not fall below 5 Deg. C.

Approved anti freeze/accelerating additives shall be used where directed.

21.3 For major and large scale concreting works the temperature of concrete at times of mixing

and placing, the thermal conductivity of the FORMWORK and its insulation and stripping period

shall be closely monitored.

22. LIQUID RETAINING STRUCTURES

22.1 The CONTRACTOR shall take special care for concrete for liquid retaining structures, underground

structures and those others specifically called for to guarantee the finish and water tightness.

22.2 The minimum level of surface finish for liquid retaining structures shall be Type F2. All such

structures shall be hydro-tested.

22.3 The CONTRACTOR shall include in his price of hydro testing of structure, all arrangements

for testing such as temporary bulk heads, pressure gauges, pumps, pipe lines etc.

22.4 Any temporary arrangements that may have to be made to ensure stability of the structures shall

also be considered to have been taken into account while quoting the rates.

22.5 Any leakage that may occur during the hydro-test or subsequently during the defects liability

period or the period for which the structure is guaranteed shall be effectively stopped either by

cement/epoxy pressure grouting, grunting or such other methods as may be approved by the

ENGINEER. All such rectification shall be done by the CONTRACTOR to the entire satisfaction of

the OWNER / ENGINEER at no extra cost to the OWNER.

23. TESTING CONCRETE STRUCTURES FOR LEAKAGE

23.1 Hydrostatic test for water tightness shall be done at full storage level or soffit of cover slab as

may be directed by ENGINEER, as described below:

a. In case of structures whose external faces are exposed, such as elevated tanks, the

requirements of the test shall be deemed to be satisfied if the external faces

show no sign of leakage or sweating and remain completely dry during the period

of observation of seven days after allowing a seven day period for absorption after filling

b. In the case of structures whose external faces are submerged and are not accessible for

inspection such as underground tanks, the structures shall be filled with water and after the

expiry of seven days after the filling; the level of the surface of the water shall be recorded.

The level of water shall be recorded again at subsequent intervals of 24 hrs over a

period of seven days. Backfilling shall be withheld till the tanks are tested. The total drop

in surface level over a period of seven days shall be taken as an indication of the water-

tightness of the structure. The ENGINEER shall decide on the actual permissible nature of

this drop in the surface level, taking into account whether the structures are open or

closed and the corresponding effect it has on evaporation losses. Unless specified

otherwise, a structure whose top is covered shall be deemed to be water tight if the total drop

in the surface level over a period of seven days does not exceed 40 mm.

c. Each compartment/segment of the structure shall be tested individually and then all

d. For structures such as pipes, tunnels etc. the hydrostatic test shall be carried out by filling with

water, after curing as specified, and subjecting to the specified test pressure for specified

period. If during this period the loss of water does not exceed the equivalent of the specified

rate, the structure shall be considered to have successfully passed the test.

24. OPTIONAL TESTS

24.1 If the ENGINEER feels that the materials i.e. cement, sand, coarse aggregates, reinforcement and

water are not in accordance with the specifications or if specified concrete strengths are not

obtained, he may order tests to be carried out on these materials in laboratory, to be approved

by the ENGINEER, as per relevant IS Codes. Owner shall pay only for the testing of material

supplied by the OWNER; otherwise CONTRACTOR shall have to pay for the tests. Transporting of

all materials to the laboratory shall however be done by the CONTRACTOR at no extra cost to

24.2 In the event of any work being suspected of faulty material or workmanship requiring its

removal or if the ENGINEER reserves the right to order the CONTRACTOR to take out cores and

conduct tests on them or do ultrasonic testing or load testing of structure, etc. All these tests

shall be carried out by CONTRACTOR at no extra cost to the OWNER. Alternately ENGINEER

also reserves the right to ask the CONTRACTOR to dismantle and re-do such unacceptable work

at the cost of CONTRACTOR.

24.3 If the structure is certified by the ENGINEER as having failed, the cost of the test and

subsequent dismantling reconstruction shall be borne by CONTRACTOR.

24.4 The quoted unit rates/prices of concrete shall be deemed to provide for all testes mentioned

Grout shall be provided as specified on the drawings. The proportion of Standard Grout shall be

such as to produce a flow able mixture consistent with minimum water content and shrinkage.

Surfaces to be grouted shall be thoroughly roughened and cleaned. All structural steel elements

to be grouted shall be cleaned of oil, grease, dirt etc. The use of hot, strong caustic solution for

this purpose will be permitted. Prior to grouting, the hardened concrete shall be saturated with

water and just before grouting water in all pockets shall be removed. Grouting once started shall

be done quickly and continuously. Variation in grout mixes and procedures shall be permitted if

approved by ENGINEER. The grout proportions shall be limited as follows:

Use Grout thickness Mix Proportions W/C

a) Fluid Mix Under 25 mm One part Portland Cement to

b) General 25 mm and over but One part Portland Cement to 2

Mix less than50 mm parts of Sand

c) Stiff Mix 50 mm and over One part Portland Cement to 3

NON - SHRINK GROUT

Non-shrink grout where called for in the schedule of Quantities or specified on the drawings

shall be provided in strict accordance with the manufacturer’s instructions/specifications on the

All materials, workmanship and finished construction shall be subject to continuous inspection

and approval of ENGINEER. Materials rejected by ENGINEER shall be expressly removed from site

and shall be replaced be CONTRACTOR immediately at no extra cost to OWNER.

Upon the completion of concrete work, all forms equipment, construction tools, protective

covering and any debris, scraps of wood, etc. resulting from and work shall be removed and the

premises left clean.

28. ACCEPTANCE CRITERIA

28.1 Any concrete work shall satisfy the requirements given below individually and collectively for it to

a. Properties of constituent materials

b. Characteristic compressive strength

c. Specified mix proportions

d. Minimum cement content

e. Maximum free-water/cement ratio

g. Temperature of fresh concrete

h. Density of fully compacted concrete

i. Cover to embedded steel

k. Tolerances in dimensions

l. Tolerances in levels

n. Surface finishes

o. Special requirements such as:

p. Water tightness

q. Resistance to aggressive chemicals

r. Resistance to freezing and thawing

s. Very high strength

t. Improved fire resistance vi) Wear resistance

u. Resistance to early thermal cracking

28.2 The Engineer’s decision as to the acceptability or otherwise of any concrete work shall be final

and binding on the CONTRACTOR.

28.3 For work not accepted, the ENGINEER may review and decide whether remedial measures

are feasible so as to render the work acceptable. The ENGINEER shall in that case direct the

contractor to undertake and execute the remedial measures. The CONTRACTOR shall

expeditiously and effectively implement these. Nothing extra shall become payable to the

CONTRACTOR by the OWNER for executing the remedial measures.

29. MODE OF MEASUREMENT AND PAYMENT

29.1 The unit rate for concrete work under various categories shall be all-inclusive and no claims for

extra payment on account of such item sleaving holes, embedding inserts, etc. shall be

entertained unless separately provided for in the schedule of Quantities. No extra claim shall

also be entertained due to change in the number, position and /or dimensions of holes, slots

or openings, sleeves, inserts or on account of any increased lift, lead of scaffolding etc. All

these factors should be taken into consideration while quoting the unit rates. Unless provided for in

the schedule of quantities the rates shall also include fixing inserts in all concrete work,

whenever required.

29.2 Payment for concrete will be made on the basis of unit rates quoted for the respective items

in the Schedule of Quantities. No deduction in the concrete quantity will be made for

reinforcements, inserts etc, and opening less than 0.100 of a sq. m. in areas where concrete is

measured in sq.m. and 0.010 cum. where concrete is measured in cubic meters. Where no

such deduction for concrete is made, payment for shuttering work provided for such holes,

pockets etc, will not be made. Similarly the unit rates for concrete work shall be inclusive or

exclusive of shattering as provided for in the schedule of Quantities.

29.3 Payment for beams will be made for the quantity based on the depth being reckoned from

the underside of the slabs and length measured as the clear distance between supports.

Payment for columns shall be made for the quantity based on height reckoned up to the underside

of slabs/beams.

29.4 The unit rate for pre-cast concrete members shall include FORMWORK moldings, finishing,

hoisting and setting in position including setting mortar provision of lifting arrangement etc.

Complete. Reinforcement and inserts shall be measured and paid for separately under respective

29.5 Only the actual quantity of steel embedded in concrete including laps as shown on drawings

as approved by ENGINEER shall be measured and paid for, irrespective of the level or height at

which the work is done. The unit rate for reinforcement shall include all wastage, binding wires,

chairs, spacers bars etc for which no separate payment shall be made.

29.6 Where the FORMWORK is paid for separately, it shall be very clearly understood that payment for

FORMWORK is inclusive of FORMWORK, shuttering, shoring, propping scaffolding, etc.

complete. Only the net area of concrete formed (shuttered) shall be measured for payment.

29.7 List of Approved Vendors for supply of Steel reinforcement, Structural steel & Cement based on

Vendor selection/ Sample- Test reports of various projects GWSSB, GWIL, GSPL & GSPC in and

around Gujarat State executed by TPI

6. LAYING OF PIPES AND FITTINGS / SPECIALS

The specification covers the requirements for laying of pipes and fittings/specials below ground.

The two parts are complementary and are to be read together for a correct interpretation of the

provisions of this specification.

2. APPLICABLE CODES

The laying of pipes and fittings/specials shall comply with all currently applicable statutes,

regulations, standards and codes. In particular, the following standards, unless otherwise specified

herein, shall be referred to. In all cases, the latest revision of the standards/codes shall be referred

to. If requirements of this specification conflict with the requirements of the standards/codes,

these specifications shall govern.

CODES OF PRACTICE

IS: 783-Code of practice for laying of concrete pipes

IS: 3114 -Code of practice for laying of cast iron pipes

IS: 3764 -Excavation work - Code of Safety

IS: 4127 -Code of practice for laying of glazed stoneware pipes

IS: 5822 -Code of practice for laying of electrically welded steel pipes for water supply

IS: 6530 -Code of practice for laying of asbestos cement pressure pipes

3. CARTING AND HANDLING

Pipes and fittings/specials shall be transported from the factory to the work sites at places along

the alignment of pipeline as directed by Owner/ Engineer. Contractor shall be responsible for the

safety of pipes and fittings/specials in transit, loading/unloading. Every care shall be exercised in

handling pipes and fittings/specials to avoid damage. While unloading, the pipes and fittings/specials

shall not be thrown down from the truck on to hard surfaces. They should be unloaded on

timber skids with steadying ropes or by any other approved means. Padding shall be provided any

other approved means. Padding shall be provided between coated pipes, fittings/ specials and timber

skids to avoid damage to the coating. Suitable gaps between pipes should be left at intervals in

order to permit access from one side to the other. In case of spigot socket pipes, care should be

taken regarding orientation of pipes while unloading. As far as possible pipes shall be unloaded on one

side of the trench only. The pipes shall be checked for any visible damage (such as broken edges,

cracking or spelling of pipe) while unloading and shall be sorted out for reclamation. Any pipe, which

shows sufficient damage to preclude it from being used, shall be discarded. Dragging of pipes and

fittings/specials along concrete and similar pavement with hard surfaces shall be prohibited. Pipes

can be brought to site only after the mandatory tests i.e. are completed and pipe lots accepted. i.e.

Cube tests, T.E.B., Hydrostatic, water absorption test.

Each stack of pipes shall contain only pipes of same class and size, with consignment or batch

number marked on it with particulars of suppliers wherever possible. Storage shall be done on firm

level and clean ground and wedges shall be provided at the bottom layer to keep the stack stable.

The stack shall be in pyramid shape or the pipes laid length-wise and crosswise

in alternate layers. The pyramid stack shall be made for smaller diameter pipes for conserving

space in storing them. The height of the stack shall not exceed 1.5m.

Fittings/specials shall be stacked under cover and separated from pipes.

Rubber rings shall be stored in a clean, cool store away from windows, boiler, electrical equipment

and petrol, oils or other chemicals. Particularly in the field where the rubber rings are being used it

is desirable that they are not left out on the ground in the sun or overnight under heavy frost or snow

Before excavating the trench the alignment of pipeline shall be approved by Owner/Engineer. The

excavation of trenches and pits for machine holes / chambers shall be carried out in accordance with

the Technical Specification: section-5 and shall be done such that it does note get far ahead of the

laying operating as approved by Owner/Engineer.

To protect persons from injury and to avoid damage to property, adequate barricades, construction

signs, red lanterns and guards as required shall be placed and maintained during the progress of

the construction work and until it is safe for the traffic to use the roadways. The relevant Indian

Standards and the rules and regulations of local authorities in regards to safety provisions shall be

Suitable fencing shall be provided along the sides of trenches and pits. The posts of fencing shall be of

timber securely fixed in the ground not more than 3 m apart and they shall not be less than 75 mm in

diameter or less than 1.2m above surface of the ground. There shall be two rails, one near the

top of the post and the other about 450mm above the ground and each shall be from

mm to 70mm in diameter 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 post and trying them together

where they meet will not be allowed on any account. All along the edges of the excavation trenches

a bank of earth about 1.2m high shall be formed where required by owner/ engineer for further

The road metal and also the rubble packing shall first be stripped off for the whole width of the

trench/pit and separately deposited in such place or places as may be determined by

Owner/Engineer.

During excavation, large stones and rubble shall be separated and removed from the excavated soil and

stacked separately. The material from excavation shall be deposited on either side of the trench

leaving adequate clear distance from the edges of the trench and pit, or as may be necessary to

prevent the sides of the trench pit to slip or fall, or at such a distance and in such a manner as to

avoid covering fire hydrants, sluice valves, machine holes covers etc. and so as to avoid abutting the

wall or structure or causing inconvenience to the public and other service organizations or otherwise

as Owner/engineer may direct.

Contractor shall take into account additional excavation if any as Owner/ Engineer may require

in order to locate the position of water pipes, drains, sewers etc. or any other works which may be

met with, in or about the excavation of trenches/pits while quoting the rates for excavation. Such

service lines if met with during excavation shall be properly maintained by Contractor, by

means of shoring, strutting, planking over, padding or otherwise as Owner/Engineer may

direct, and shall be protected by the Contractor from damage during the progress of the work.

All precautions shall be taken during excavation and laying operations to guard against possible

damage to any existing structure/pipeline of water, gas, sewage etc.

If the work for which the excavation has been made is not completed by the expected date

of the setting of monsoon as stipulated or the setting in of rain whichever is earlier, or before

the day fixed by Owner/ Engineer for filling in any excavation on account of any festival or

special occasion. Contractor shall backfill such excavation and consolidates the filling.

Utmost care shall be taken to see that the width of the trench at the top of pipe is not more than

that specified. In case additional width is required it shall be provided only in the top portion from

the ground level up to 300-mm above the top of pipe. If any extra width is provided in the area

below this portion, Contractor shall have to provide remedial measures in the form of lime

concrete or rubble masonry otherwise at the discretion and to the satisfaction of

Owner/Engineer. If rock is met with, it shall be removed to 15 cm below the bottom of pipes and

fittings/specials and the space resulting shall be refilled with granular materials and properly

consolidated. Bottom of trenches/pits shall be saturated with water well rammed wherever Owner/

Engineer may consider it necessary to do so.

Wherever a socket or collar of pipe or fitting/special occurs, a grip is to be cut in the bottom of

the trench or concrete bed to a depth of at least 75 mm below the bed of the pipe so that the pipe

may have a fair bearing on its shaft and does not 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 approved by Owner/Engineer.

When welding is to be carried out with the pipes and specials in the trench, additional excavation of

not more than 60 cm in depth and 90 cm in length shall be made at joints in order to facilitate

The excess excavated material shall be carried away from site of works to a place up to a distance

as directed by Owner/Engineer. This shall be done immediately so as not to cause any inconvenience to

the public or traffic. If the instructions from Engineer are not implemented within seven days from the

date of instructions to cart the materials and to clear the site, the same shall be carried out by

Owner/Engineer and any claim or dispute shall not be entertained in this respect.

During the excavation, if subsoil water is met with Contractor shall have to provide necessary

equipment and laborers for dewatering the trenches/pits by bailing out water or water mixed with

clay; if pumping out subsoil water is found to be necessary, Contractor shall provide sufficient

number of pumps for the same. In both the above cases the excavation shall be done to the required

level and the pipes shall be laid to proper alignment and gradient. Contractor shall also make

necessary arrangement for the disposal of drained water to nearby storm water drain or in a pit if

allowed by Owner/Engineer. In no case the water shall be allowed to spread over the adjoining

area. Before discharging this water into public sewer/drain, Contractor shall take necessary permission

from the local authorities.

SPECIAL FOUNDATION IN POOR SOIL

Where the bottom of the trench and sub-grade is found to consist of material which is unstable to such

a degree that in the opinion of Owner/Engineer, it cannot be removed and replaced with an

approved material thoroughly compacted in place to support the pipe properly, a suitable foundation

for the pipes, consisting of piling, timbers or other materials, in accordance with relevant

drawings and as instructed by Owner/Engineer shall be constructed.

Contractor shall suitably design polling bards, walling and struts to meet different soil conditions

that might be encountered in excavating trenches/ pits. The horizontal and vertical spacing of struts

shall be such that not only the sides of trenches shall be prevented from collapse but also easy

lowering of pipe in trenches shall be ensured without creating undue obstructions for the excavation of

the work. Any inconvenience and/or delay that might be caused in lowering pipes in trenches as a

result of adopting improper spacing of struts by Contractor shall be his sole responsibility. No part

of shoring shall be at any time be removed by Contractor without obtaining permission from

Owner/Engineer. While taking out shoring planks the hollows of any form must simultaneously be

filled in with soft earth well rammed with rammers and with water.

Owner/Engineer may order portions of shoring to be left in the trenches/pits at such places, where it is

found absolutely necessary to do so to avoid any damage, which may be caused to buildings,

cables, gas mains, water mains, sewers etc. in close proximity of the excavation, by pulling out the

shoring from the excavations. Contractor shall not claim, on any reason whatsoever, for the shoring,

which may have been left in by him at his, won discretion.

STEEL PLATE SHORING

Where the subsoil conditions are expected to be of a soft and unstable character in trench/pit

excavation, the normal method of timbering may prove insufficient to avoid subsidence of the adjoining

road surfaces and other services. In such circumstances Contractor will be required to use steel trench

sheeting or sheet piling adequately supported by timber struts, walling etc., as per the instructions,

manner and method directed by Owner/ Engineer. Contractor shall supply, pitch, drive and

subsequently remove trench sheeting or piling in accordance with other items of the specification.

BONING STAVES AND SIGHT RAILS

In laying the pipes and fittings/specials the centre for each machine holes /chamber or

pipeline shall be marked by a peg. Contractor shall dig holes for and set up two posts (about 100 x

100 x 1800 mm) at each machine holes /chamber or junction of pipelines at nearly equal distance

from the peg and at sufficient distances there from to be well clear of all intended excavation, so

arranged that a sight rail when fixed at a certain level against the post shall cross the centre line of the

machine holes /chamber or pipelines. The sight rail shall not in any case be more than 30m apart.

intermediate rails shall be put up if directed by Owner/Engineer.

Boning staves of 75mm x 50 mm size shall be prepared by Contractor in various lengths, each length

being of a certain whole number of meters and with a fixed tee head and fixed intermediate cross

pieces, each about 300 mm long. The top-edge of the cross piece must be fixed below the top- edge

of the cross piece must be fixed below the top-edge of the tee-head at a distance equal to the

outside diameter of the pipe or the thickness of the concrete bed to be laid as the case may be. The

top of cross pieces shall indicate different levels such as excavation for pipeline, top of concrete

bed, top of pipe etc. as the case may be.

The sight rail of size 250-mm x 40 mm shall be screwed with the top edge resting against the level

marks. The centre line of the pipe shall be marked on the rail and this mark shall denote also the

meeting point of the centre lines of any converging pipes. A line drawn from the top edge of one

rail to the top edge of the next rail shall be vertically parallel with the bed of the pipe, and the depth of

the bed of pipe at any intermediate point may be determined by letting

down the selected boning staff until the tee head comes in the line of sight from rail to rail.

The post and rails shall be perfectly square and planned smooth on all sides and edges. The rails shall

be painted white on both sides and the tee-heads and crosspiece of the boning staves shall be painted

For the pipes converging to a machine holes /chamber at various levels, there shall 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

shall be fixed for use with the rail over the next point.

The posts and rails shall in no case be removed until the trench is excavated, the pipes are laid and

Owner/Engineer gives permission to proceed with the backfilling.

The type of bedding for pipes shall be as per Approved Drawing.

LAYING OF PIPES AND FITTINGS/SPECIALS

All precautions shall be taken during excavation and laying operations to guard against possible

damage to any existing structure/pipeline of water, gas, sewage etc. After excavation of

trenches, pipes shall not be lowered unless the dimensions of trenches and bedding work for pipes at

the bottom of the trenches are approved and measured by Owner/Engineer. Pipes and fittings/specials

shall be carefully lowered in the trenches. Special arrangements such as cranes, tripods with

chain pulley block for lowering the pipes and fitting/specials shall be made by Contractor. In no

case pipes and fittings/specials shall be dropped. Slings of canvas or equally non- abrasive material

of suitable width or special attachment to fit the ends of pipes and fittings/specials shall be used to lift

and lower the coated pipes and fittings/specials. The pipes and fittings/specials shall be inspected

for defects and is rung with slight hammer preferably while suspended to detect cracks. If doubt

persists, further confirmation shall be done by pouring a little kerosene /dye on the inside of the pipe

at the suspected spot. No sign of kerosene/dyke should appear on the outside surface. Pipes

and fittings/specials damaged during lowering or aligning shall be rejected by Owner/Engineer.

All the pipes are to be laid perfectly true both in alignment and to gradient specified. In case of

spigot and socket pipe the socket end of the pipe shall face upstream, except when the pipeline

runs uphill in which case the socket ends should face the upgrade. The laying of pipes shall

always proceed upgrade of a slope. After placing a pipe in the trench, the spigot end shall be

centered in the socket and the pipe forced home and aligned to required gradient. The pipes shall be

secured in place with approved backfill material tamped under it except at the socket. Pipes and

fittings/specials, which do not allow a sufficient and uniform space for joints, shall be

removed and replaced with pipes and fittings/specials of proper dimensions to ensure

such uniform space. Precautions shall be taken to prevent dirt from entering the jointing

space. At times when pipe laying is not in progress, the open ends of pipe shall be closed by a

watertight plug or other means approved by Owner/Engineer. During the period that the plug is on,

the Contractor shall take proper precautions against floating of the pipe owing to entry of water

into the trench. Wherever it is necessary to deflect pipe from a straight line, either in the vertical

or horizontal plane, to avoid obstructions or where long radius curves are permitted the

deflection allowed at joints shall not exceed 2½%. In case of pipes, with joints to be made

with loose collars, the collars shall be slipped on before the next pipe is laid. The pipes shall be

laid such that the marking on pipes appears at the top of the pipes.

The cutting of pipe for inserting valves, fittings or specials shall be done in a neat and workman

like manner without damage to the pipe so as to leave a smooth end at right angles to the axis of the

pipe. For this purpose, pipe-cutting machine shall be used.

Thrust blocks shall be provided, to counteract hydraulic thrust, at places wherever directed by

Owner/Engineer and as per relevant drawing. Drawing for the same shall be taken approval of by the

agency from Engineer in charge.

Jointing for pipes and fittings/specials shall be done in accordance with the relevant specifications

depending upon the type of pipes being used.

TESTING AND COMMISSIONING

Testing and commissioning of pipes shall be done in accordance with the relevant specifications.

Trenches shall be backfilled with approved selected excavated material only after the successful

testing of the pipeline. The tamping around the pipe shall be done by hand or other hand-operated

mechanical means. The water content of the soil shall be as near the optimum moisture content as

possible. Filling of the trench shall be carried out simultaneously on both sides of the pipe in such a

manner that unequal pressure does not occur. Backfilling shall be done in layers not exceeding 30 cm.

Each layer shall be consolidated by watering, ramming, care being taken to avoid damage to the

pipeline. In case of mild steel pipes/specials, the spiders provided during assembly and welding

shall be retained until the trench is refilled and consolidated. Where timbers are placed under the

pipeline to aid alignment, these timbers shall be removed before backfilling.

REINSTATEMENT OF ROAD/FOOTPATH

Reinstatement of road/footpath shall be done as per the requirements of local authorities and the

relevant specifications after completion of work without any extra cost.

CLEARING OF SITE

All surplus materials, and all tools and temporary structures shall be removed from the site as directed

by Owner/Engineer and the construction site left clean to the satisfaction of Owner/Engineer.

The measurement for excavation in trenches shall be done in following manner and will be paid

Length: As per the actual length of pipes and fittings/specials laid at work site.

Width & cross-section: As specified.

Depth: Average depth of trench from ground level to invert of pipe.

Excavation of asphalt road and reinstatement of road shall be measured on per square meter basis and

the length and width at top of trench shall be considered same as those mentioned for excavation

In case the excavation is done in wet condition either by bailing out water or by resorting to pumping,

the respective items shall be paid according to the items in schedules of quantities and rates. The

measurement for these items shall be made as per the units for relevant item(s) in schedule of

quantities and rates. However, Engineer will decide on site the mode of dewatering and his decision

shall be final and binding on Contractor.

Shoring (open/close) shall be measured on the square meter basis of the actual area of trenches horde.

The measurement for removal of excess excavated material up to a specified distance shall be as per

the relevant item(s) in the Schedule of Quantities and Rates and shall be measured on cubic meter

basis. In case of soil 30% deduction shall be done to take account for voids where it will be 40%

in case of rubble.

Measurement for pipes and fittings/specials shall be in accordance with the relevant Clause (5)

of specification for particular type of pipes.

Fencing provided along the sides of trenches and pits shall not be paid for separately and

Contractor shall take into account the costs of such works and quote accordingly.

In case of the metal packing or dressed stones not being deposited as specified or being mixed up with

excavated materials, and not available for the reinstatement of road/pavement, the cost of the new

metal packing or dressed stones required shall be charged to Contractor by Owner/Engineer.

Contractor shall not be paid any additional compensation for excess excavation over what is

specified as well as for any remedial measures that are specified.

The excess excavated material shall be carried away from site of works as specified, failing which in

view of public safety and traffic convenience Owner/Engineer may carry out the work by any other

agency at Contractor’s risk and cost.

Portion of shoring left in the excavate trenches or pits shall be measured and paid

separately if instructed by Owner/Engineer to do so.

7. REINFORCED CEMENT CONCRETE PIPES (SOCKET-SPIGOT TYPE ONLY)

This specification covers the requirements for manufacturing, testing, supplying, jointing and

testing at work sites of Reinforced Cement Concrete (RCC) pipes, of both pressure and non pressure

varieties used for pumping mains, sewers and storm water drains. Lying of pipes and fittings/specials

is covered in Technical Specifications: section-5 the two parts are complementary and are to be read

together for a correct interpretation of the provisions of this specification.

APPLICABLE CODES

The manufacturing, testing, supplying, jointing and testing at work sites of RCC pipes shall comply

with all currently applicable statutes, regulations, standards and codes. In particular, the following

standards, unless otherwise specified herein, shall be referred. In all cases, the latest revision of the

codes shall be referred to. If requirements of this specification conflict with the requirements of the

codes and standards, this specification shall govern.

IS: 458- Specification for pre-cast concrete pipes (with and without Reinforcement.)

IS: 3597 - Method of tests for concrete pipes.

IS: 5382 - Specification for rubber sealing rings for gas mains, water mains and sewers.

IS: 516 - Method of test for strength of concrete.

CODE OF PRACTICE

IS: 456 - Code of practice for plain and reinforced concrete

IS: 783 - Code of practice for laying of concrete pipes

Design of RCC pipes including reinforcement details and the ends of pipes shall be in accordance with

the relevant clauses of IS:

The method of manufacture shall be such that the form and the dimensions of the finished pipes are

accurate within the limits specified in relevant clause of IS: 458. The surfaces and edges of the

pipes shall be well defined and true, and their ends shall be square with the longitudinal axis. The

ends of the pipes shall be further reinforced by an extra ring of reinforcement to avoid breakage

during transportation.

The RCC pipes and collars/rubber rings shall be systematically checked for any manufacturing defects

by experienced supervisors so as to maintain a high standard of quality.

Owner/Engineer shall at all reasonable times have free access to the place where the pipes and

collars/rubber rings are manufactured for the purpose of examining and testing the pipes and

collars/rubber rings and of witnessing the test and manufacturing.

All tests specified either in this specification or in the relevant Indian Standards shall be performed

by the supplier/contractor at his own cost and in presence of Owner/Engineer if desired. For this,

sufficient notice before testing of the pipes and fittings shall be given to Owner/Engineer.

If the test is found unsatisfactory, Owner/Engineer may reject any or all pipes of that lot. The decision

of Owner/Engineer in this matter shall be final and binding on Contractor and not subject to any

arbitration or appeal.

Cement used for the manufacture of RCC pipes and collars should be (Sulphate Resisting Cement)

(SRC) only and shall confirm to relevant IS codes.

Aggregates used for the manufacture of RCC pipes and collars shall conform to IS:383. The

maximum size of aggregate should not exceed one-third the thickness of the pipe or 20 mm, whichever

Mixing and Curing Water

Water shall be clean, colorless and free from objectionable quantities of organic matter, alkali, acid,

salts or other impurities that might reduce the strength, durability or other desirable qualities of

concrete and mortar.

Reinforcement used for the manufacture of the RCC pipes and collars shall be mild steel Grade I or

medium tensile steel bars conforming to IS: 432 (Part-I) or hard-drawn steel wire conforming to IS:

(Part-2). Reinforcement cages for pipes and collars shall be as per relevant requirements of ARE:

Concrete used for the manufacture of RCC pipes and collars shall conform to IS: 456. The minimum

cement content and minimum compressive strength of concrete shall be as per relevant

requirements of IS:458 (Latest Edition). Compressive strength tests shall be conducted on 15 cm

cubes in accordance with the relevant requirements of IS: 456 and IS:

Rubber ring chords used in pipe joints shall confirm to 1A of IS: 5382-1967

Pipes manufactured in compliance with IS:458 (Latest Edition) shall be either water cured or steam

cured for minimum stipulated curing period in accordance with relevant requirements of the latest

revised IS:458 (Latest Edition).

The internal diameter, wall thickness and length of barrel and collar of pipes, reinforcement

(longitudinal and spiral), type of ends and minimum clear cover to reinforcement and strength

test requirements shall be as per the relevant clauses/tables of IS: 458 for different classes of pipes.

The tolerances regarding overall length, internal diameter of pipes or sockets and barrel wall

thickens shall be as per relevant clause of IS:

WORKMANSHIP AND FINISH

Pipes shall be straight and free from cracks except that craze cracks may be permitted. The ends of

the pipes shall be square with their longitudinal axis so that when placed in a straight line in the

trench no opening between ends in contact shall exceed 3 mm in pipes up to 600 mm diameter

(inclusive), and 6 mm in pipes larger than 600 mm diameter.

The outside and inside surfaces of the pipes shall be smooth, dense and hard, and shall not be

coated with cement wash or other preparation unless otherwise agreed to between Owner/Engineer

and the manufacturer or supplier.

The pipes shall be free from defects resulting from imperfect grading of the aggregate, mixing or

The pipes shall be free from local dents or bulges greater than 3 mm in depth and extending over a

length in any direction greater than twice the thickness of barrel.

The deviation from straight in any pipe throughout its effective length, tested by means of a rigid

straight edge parallel to the longitudinal axis of the pipe shall not exceed, for all diameters3

mm forever meter run.

All pipes for testing purposes shall be selected at random from the stock of the manufacturer and shall

be such as would not otherwise be rejected under the criteria of tolerances as mentioned in IS:458

(Latest Edition).

During manufacture, tests on concrete shall be carried out as per IS:456. The manufacturer shall

supply, when required to do so by Owner/Engineer the results of compressive tests of concrete cubes

and split tensile tests of concrete cylinders made from the concrete used for the pipes. The

manufacturer shall supply cylinders or cubes for test purposes required by the Owner/Engineer and

such cylinders or cubes shall withstand the tests prescribed by the manufacturer for the hydrostatic

test pressure. For non-pressure pipes, 2 percent of the pipes shall be tested for hydrostatic test

The specimen of pies for the following tests shall be selected in accordance with relevant Clause of

IS:458 (Latest Edition)and tests in accordance with the methods described in IS:3597.

Hydrostatic test

Three edge bearing test

Absorption test

Note : Three edge bearing strength to produce 0.25 mm crack in case of special design of

pipes shall be as per IS 458 - Latest Edition.

One pipe per lot of supply shall have to be broken at factory site as well as work site to verify quantity

of steel used. However, necessary payment of pipe broken at work site (if found OK) will be done by

SAMPLING AND INSPECTION

In any consignment, all the pipes of same class and size and manufactured under similar conditions

of production shall be grouped together to constitute a lot. The conformity of a lot to the

requirements of this specification shall be ascertained on the basis of tests on pipes selected from it.

The number of pipes to be selected from the lot for testing shall be in accordance with Table 15 of

IS:458 (Latest Edition).

Pipes shall be selected at random. In order to ensure randomness, all the pipes in the lot

may be arranged in a serial order and starting from any pipe, every ‘n’th pipe be selected till the

requisite number is obtained, n being the integral part of N/n, where N is the lot size and n is the

All pipes selected as per clause 4.7.2 shall be inspected for dimensional requirements, finish and

deviation from straight. A pipe failing to satisfy one or more of these requirements shall be considered

The number of pipes to be tested for tests under clause 4.6.3 shall be in accordance with column 4 of

Table 15 of IS:458 (Latest Edition). These pipes shall be selected from pipes that have satisfied

the requirements mentioned in Clause 4.7.4.

A lot shall be considered as conforming to the requirements of IS:458 (Latest Edition) if the

following conditions are satisfied.

The number of defective pipes shall not be more than the permissible number given in column 3 of

Table 15 of IS:458 (Latest Edition).

All the pipes tested for various tests as per Clause 4.6.3 shall satisfy corresponding requirements of

In case the number of pipes not satisfying requirements of any one or more tests, one or two

further samples of same size shall be selected and tested for the test or tests in which failure

has occurred. All these pipes shall satisfy the corresponding requirements of the test.

The following information shall be clearly marked on each pipe :

Internal diameter of pipe

Date and year of manufacture, and

Name of manufacturer or his registered trademark or both.

Name of client and ISI mark

5.0 LAYING OF PIPES

The laying of RCC pipes shall conform to Technical Specifications: Section-D6.

Jointing of RCC pipes shall be done with OPC cement only and as per the requirements of

following specifications and as per the relevant IS. The type of joints shall be as per Bill of Quantity.

After jointing, extraneous material, if any, shall be removed from the inside of the pipe and the newly

made joints shall be thoroughly cured. In case, rubber-sealing rings are used for jointing, these

shall conform to IS

SPIGOT AND SOCKET JOINT (RIGID)

The spigot of each pipe shall be slipped home well into the socket of the pipe previously laid and

adjusted in the correct position. The opening of the joint shall be filled with stiff mixture of cement

mortar in the proportion as specified, which shall be rammed with caulking tool. This joint is used for

low-pressure pipeline.

COLLAR JOINT (RIGID)

After laying the RCC pipes at proper alignment and gradient their abutting faces shall be coated

with hot bitumen in liquid condition by means of a brush. The wedge-shaped groove in the end of the

pipe shall then be filled with a tarred gasket in one length for each joint. The collar shall then

be slipped over the end of the pipe and the next pipe butted well against the tarred gasket by

suitable appliances approved by Owner/Engineer so as to thoroughly compress the tarred

gasket into the grooves, care being taken that the concentricity of the pipes and levels are not

disturbed during this operation. The collar shall then be placed symmetrically over the end

of the two pipes and the space between the inside of the collar and the outside of the pipe

filled with a mixture of cement and sand as specified, tempered with just sufficient water to have a

consistency of the semi-dry conditions, well packed and thoroughly rammed with caulking tools.

The joints shall be finished off with a fillet sloping at 45o to the side of the pipe. The finished

joints shall be protected and cured thoroughly as directed by Owner/Engineer. Any

plastic solution or cement mortar that may have been squeezed into the inside of the pipe shall

be removed so as to leave the inside of the pipe perfectly clean.

FLUSH JOINT (INTERNAL)

This joint shall be generally used for culvert pipes of 900-mm diameter and over. The ends of the

pipes are specially shaped to form a self-centering joint with an internal jointing space 13-mm wide.

The finished joint is flush with both inside and outside with the pipe wall. The jointing space is filled

with cement mortar in the proportion as specified in IS Code, mixed sufficiently dry to remain in

position when forced with a trowel or rammed.

FLUSH JOINT (EXTERNAL)

This joint is suitable for pipes which are too small for jointing from inside. This joint is composed of

specially shaped pipe ends. Each end shall be butted against each other and adjusted in correct

position. The jointing space shall then be filled with cement mortar as specified in IS Code,

sufficiently dry and finished off flush. Great care shall be taken to ensure that the projecting ends

are not damaged as no repairs can be readily affected from inside the pipe.

SPIGOT AND SOCKET (SEMI-FLEXIBLE)

This joint is composed of specially shaped spigot and socket ends on the RCC pipes. A rubber ring

as specified in IS Code, shall be lubricated and then placed on the spigot, which is forced into the

socket of the pipe previously laid. This compresses the rubber ring as it rolls into the annular space

formed between the two surfaces of the spigot and socket, stiff mixture of cement and mortar as

specified in Data Sheet-A, shall then be filled into the remaining annular space with a caulking tool.

COLLAR JOINT (SEMI-FLEXIBLE)

This joint is made up of a loose collar, which covers two specially shaped pipe ends. Each end shall be

fitted with a rubber ring as specified in Data Sheet-A which when compressed between the spigot and

collar, seals the joint. Stiff mixture of cement mortar shall then be filled into the remaining

annular space and rammed with a caulking tool.

SPIGOT AND SOCKET JOINT (FLEXIBLE)

The RCC 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. The RCC pipes shall be of spigot and socket type and rubber rings as specified in

IS Code, shall be used, and the manufacturer’s instructions shall be deemed to form a part of

these specifications. The rubber rings shall be lubricated before making the joint and the lubricant

shall be soft soap water or an approved lubricant supplied by the manufacturer.

CLEANING OF PIPES

As soon as a stretch of RCC pipes has been laid complete from machine holes to machine holes or for

a stretch as directed by Owner/Engineer, 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 pipes. The open end of the incomplete stretch of pipeline shall be securely closed as

may be directed by Owner/Engineer to prevent entry of mud or silt etc.

If as a result of the removal of any obstructions Owner/Engineer considers that damages may have

been caused to the pipelines, he shall be entitled to order the stretch to be tested immediately.

Should such test prove unsatisfactory, contractor shall amend the work and carry out such further tests

as are required by Owner/Engineer.

It shall also be ascertained by contractor that each stretch from machine holes to machine holes or

the stretch as directed by Engineer is absolutely clear and without any obstruction by means of visual

examination of the interior of the pipeline suitably enlightened by projected sunlight or otherwise.

TESTING AT WORK SITE

after laying and jointing of RCC pipes is completed the pipeline shall be tested at work site as per the

following specifications and as directed by Owner/Engineer. All equipment for testing at work site

shall be supplied and erected by contractor. Water for testing of pipes shall be arranged by him.

Damage during testing shall be contractor’s responsibility and shall be rectified by him to the full

satisfaction of Owner/Engineer. Water used for test shall be removed from pipes and not released to

the excavated trenches.

After the joints have thoroughly set and have been checked by Owner/Engineer and before

backfilling the trenches, the entire section of the sewer or storm water drain shall be provided

with Flow Test. The method used for the purpose of testing shall be approved by Owner/Engineer.

Contractor if required by Owner/Engineer shall dewater the excavated pit and keep it dry during the

period of testing.

DISINFECTION OF WATER MAINS

The mains intended for potable water supplies should be disinfected before commissioning them for

The mains shall be chlorinated with a liquid chlorine solution (that is liquid chlorine gas and water

mixture). The disinfection shall be considered to have been achieved if a chlorine residual of not less

than 10 PPM remains in the water after 24 hours standing in the pipe. If this requirement is met with,

the mains should be thoroughly flushed with clean water.

If the treatment specified in clause 9.2 is not possible, enough chlorinated lime, calcium or sodium

hypochlorite should be introduced to produce the required concentration of chlorine in the solution.

The solution should then be allowed to stand for not less than 24 hours, after which it should be

tested for residual chlorine, which should not be less than 10 PPM. If found satisfactory, the

mains should be thoroughly flushed with clean water.

All RCC pipes shall be measured according to the work actually done and no allowance will be made

for any waste in cutting to the exact length required. The measurement for pipes shall be in running

meter nearest to a cm. of length along the centre line of pipe as actually laid at work sites.

The rate for providing, laying and jointing of RCC pipes shall be deemed to include the cost of

collars/rubber rings, jointing material, testing and extra excavation required for ordinary bedding of

pipes and also for collars and pipe sockets, if any.

If any damage is caused to the pipeline during the execution of work or while cleaning / testing the

pipe line as specified, Contractor shall be held responsible for the same and shall replace the

damaged pipe line and retest the same at his own cost to the full satisfaction of Engineer.

Water for testing of pipe line shall be arranged by Contractor at his own cost.

Pipes shall be brought on site proportionate to the required progress for Thirty days only.

Sr. Item Provision of: IS:

1. Three edge bearing strength to produce 0.25 150 mm dia – 10.40 KN/m

200 mm dia – 11.90 KN/m

250 mm dia – 11.40 KN/m

300 mm dia – 12.00 KN/m

350 mm dia – 12.60 KN/m

Three edge bearing strength to produce 0.25 400 mm dia – 19.16 KN/m

450 mm dia – 21.56 KN/m

500 mm dia – 23.95 KN/m

600 mm dia – 28.74 KN/m

Three edge bearing strength to produce 0.25 700 mm dia – 52.20 KN/m

800 mm dia – 59.30 KN/m

900 mm dia – 66.30 KN/m

1000 mm dia – 74.90. KN/m

1400 mm dia – 106.10 KN/m

2. Type of Joints Spigot-Socket

3. Proportion of cement use mortar for use in (1.1)

jointing of pipes

8. ANCILLARY WORKS-MACHINE HOLES , CATCH-PITS AND VENT SHAFTS

This specification covers the requirements for providing and constructing ancillary works such as

machine holes , scraper machine holes , vent shafts etc. These specifications are to be read together

for a correct interpretation of the provisions of this specification.

APPLICABLE CODES

The following standards/codes, unless otherwise specified herein, shall be referred. In all cases, the

latest revision of the standards/codes shall be referred to. If requirements of this specification conflict

with the requirements of the codes and standards, this specification shall govern.

IS: 210 - Specification for grey iron castings

IS: 269 - Specification for ordinary and low heat Portland cement.

IS: 383 - Specification for coarse and fine aggregate.

IS: 432 - Specification for mild steel and medium tensile steel bars and hard drawn steel wire for

concrete reinforcement.

IS: 518 - Methods of tests for strength of concrete.

IS: 651 - Specification for salt-glazed stoneware pipes and fittings.

IS: 1077 - Specification for common burnt clay building bricks

IS: 1726 - Specification for cast iron machine holes covers and frames

IS: 1766 - Specification for high strength deformed steel bars and wires for

concrete reinforcement.

IS: 2116 - Specification for sand for masonry mortars.

IS: 3495 - Methods of tests of burnt clay building bricks, mains, water mains and sewers.

IS: 5455 - Specification for cast iron steps for machine holes .

CODE OF PRACTICE

IS: 456 - Code of practice for plain and reinforced concrete

IS: 2211 - Code of practice for brickwork

IS: 2250 - Code of practice for preparation and use of masonry mortars

IS: 4111 - Code of practice for ancillary structures in STORM WATER DRAINAGE

system machine holes

IS: 4127 -Code of practice for laying of glazed stoneware pipes.

MACHINE HOLES / CATCH-PITS

Machine holes shall be constructed at places as shown on relevant drawings (the detailed drawings

will be furnished during execution of the work) and as directed by Owner/Engineer. The type, size

and specific requirements for construction of machine holes shall be as per Approved drawing.

Excavation, shoring, dewatering etc. for the pits of machine holes shall be done in accordance

Technical Specification: section-5 for excavation, shoring and dewatering and Technical

Specification: section-5 for laying of pipes and fittings/specials. The rate quoted for machine holes

shall be inclusive of excavation and backfilling, bailing or pumping out water and shoring.

The bed concrete for machine holes shall be done in accordance with specification Technical

section-5 and drawings.

Bricks used for construction of machine holes shall conform to the relevant Indian Standards. They

shall be sound, hard, homogeneous in texture, well burnt in kiln without being vitrified, table

molded, deep red, cherry or copper colored, of regular shape and size and shall have sharp and

square and parallel faces. The bricks shall be free from pores, chips, flaws or lumps of any kind.

Bricks containing ungrounded particles and/or which absorb water more than 1/6th of their weight

when soaked in water for twenty-four hours shall be rejected. Over burnt or under burnt bricks

shall be liable to rejection. The bricks shall give a clear ringing sound when struck and shall have a

minimum crushing strength of 35-kg/sq. cm. Unless otherwise noted in drawings. The class and quality

requirements of bricks shall be as laid down in IS:

The size of the brick shall be 23.0 x 11.5x7.5 cm unless otherwise specified; but tolerance up to (3

mm in each direction shall be permitted. Only full size brick shall be used for masonry work.

Brickbats shall be used only with the permission of Owner/Engineer to make up required wall length

or for bonding. Sample bricks shall be submitted to Owner/Engineer for approval and bricks supplied

shall conform to approved samples. If demanded by Owner/Engineer, brick sample shall be got tested

as per IS: 3495 by Contractor at no extra cost to Owner/Engineer. Bricks rejected by Owner/Engineer

shall be removed from the site of works within 24 hours.

Mortar for brick masonry shall be prepared as per IS: 2250. Machine holes shall be constructed in brick

masonry with cement mortar. Gauge boxes for sand shall be of such dimensions that one bag

containing 50 kg of cement forms one unit. The sand shall be free from clay, shale, loam,

alkali and organic matter and shall be of sound, hard, clean and durable particles. Sand shall be as

approved by Owner / Engineer. If so directed by Owner/Engineers and shall be thoroughly washed

till it is free of any contamination.

For preparing cement mortar, the ingredients shall first be mixed thoroughly in dry conditions. Water

shall then be added and mixing continued to give a uniform mix of required consistency. Cement

mortar shall be used within 25 minutes of mixing. Mortar left unused in the specified period shall be

Contractor shall arrange for test on mortar samples if so directed by Owner/Engineer. Re tempering

of mortar shall not be permitted.

All bricks shall be thoroughly soaked in clean water for at least one hour immediately before being

laid. The cement mortar for brick masonry work of machine holes shall be in the proportion specified in

3.6.2. Brick work 230 mm thick and over shall be laid in English Bond unless otherwise specified.115 mm

thick brickwork shall be laid with stretchers. For laying bricks, a layer of mortar shall be spread over

the full width of suitable length of the lower course. Each brick shall be pressed into the mortar

and shoved into final position so as to embed the brick fully in mortar. Bricks shall be laid with

frogs uppermost.

All brickwork shall be plumb and square unless otherwise shown on drawing and true to dimensions

shown. Vertical joints in alternate courses shall come directly one over the other and be in line.

Horizontal courses shall be leveled. The thickness of brick courses shall be kept uniform. For walls of

thickness greater than 230 mm both faces shall be kept in vertical planes unless otherwise specified.

All interconnected brickwork shall be carried out at nearly one level (so that there is uniform

distribution of pressure on the supporting structure) and no portion of the works hall be left more than

one course lower than the adjacent work. Where this is not possible, the works hall be raked back

according to bond (and no saw toothed) at an angle not exceeding 45 degrees. But in no case the level

difference between adjoining walls shall exceed 1.25 m. Workmanship shall conform to IS:

Brick shall be so laid that all joints are well filled with mortar. The thickness of joints shall not be less

than 6 mm and not more than 10 mm. The face joints shall be raked to a minimum depth of 12 mm by

raking tools daily during the progress of work when the mortar is still green, so as to provide a proper

key for the plastering to be done. When plastering is not required to be done, the joints shall be

uniform in thickens and be struck flush and finished at the time of laying. The face of brickwork

shall be cleaned daily and all mortar droppings removed. The surface of each course shall be

thoroughly cleaned of all dirt before another course is laid on top. If mortar in the lower courses has

begun to set, the joints shall be raked out to a depth of 12mm before another course is laid. No

extra payment will be made for raking joints.

All joints in masonry shall be raked to a depth of 12 mm with a hooked tool made for the purpose when

the mortar is still green and in any case within 48 hours of its laying. These surface to be rendered

shall be washed with fresh clean water free from all dirt, loose material, grease etc. and thoroughly

wetted for 6 hours before plastering work is commenced. Concrete surfaces to be rendered will

however be kept dry. The wall should not be too wet but only damp at the time of plastering. The

damping shall be uniform to get uniform bond between the plaster and the wall.

The proportion of the cement mortar shall be as specified on relevant drawings. Cement shall be

mixed thoroughly in dry condition and then just enough water added to obtain workable consistency.

The quality of water, sand and cement shall be as per relevant I.S. The mortar thus mixed shall be

used immediately and in no case shall the mortar be allowed tor remain for more than 25 minutes after

mixing with water.

Curing of plaster shall be started as soon as the applied plaster has hardened enough so as not to be

damaged. The decision, as to when the plaster has hardened, will be given by Owner/Engineer. Curing

shall be done by continuously applying water in a fine spray and shall be carried out for at least

Plastering shall be done on both faces of brick masonry in cement mortar.

CEMENT CONCRETE CHANNEL

The channel for the machine holes shall be constructed in cement concrete 1:2:4. Both sides of

the channel shall be taken up to the level of the crown of the outgoing sewer. They shall be

benched up in concrete and rendered in cement mortar (1:1) of 20-mm thickness and formed to a

slope of 1 in 12 towards the channel.

PIPE ENTERING OR LEAVING MACHINE HOLES

Whenever a pipe enters or leaves a machine holes , bricks on edge must be cut to a proper form and

laid around the upper end of the pipe so as to form an arch. All around the pipes, there shall be a joint

of cement mortar (1:2) 13-mm thick between it and the bricks.

CAST IRON STEPS

Cast iron steps shall be as per IS :5455. The steps shall be of grey cast iron or grade 15 as per IS

210. The steps shall be clean, well-cast and they shall be free from air and sand holes, cold shuts and

wrappings. The portion of the step, which projects, from the wall of the machine holes shall have a

raised chequered design to provide an adequate non-slip grip. C.I. steps shall weigh not less than 4.5 kg

each and shall be of 150 mm x 375 mm over all dimensions. These steps shall be coated with a black

bituminous composition. The coating shall be smooth and tenacious. It shall not flow when exposed to a

temperature of 63 degrees C and shall not be brittle as to chip of at temperature of 0-degree C.

Where the depth of invert of machine holes exceeds 800 mm, cast iron steps of approved pattern shall

be fixed in the brickwork at the interval of 300 mm vertically and staggered at 360 mm

horizontally center to center. In case of pipe diameter greater than 600 mm, box type C.I. steps

weighing 19 kg each shall be provided at 300 mm vertically in the channel of machine hole as per

Poly Propylene molded/coated steps should be as per instructions of Engineer-in-charge and Abstract

FRAME AND COVERS

Frame and covers for machine holes shall be of required type and dimensions as per the relevant

drawings. Following information shall be clearly marked on each cover.

Date and Year of manufacture ; ISI mark

Identification mark of the purchaser ; Name of client

Arrow showing direction of flow.

Cast Iron Frame and Cover

The cast iron frame and cover shall be of grey cast iron as per IS: 1726.The general requirements for

casting and coating of CI frame and cover shall be as specified for CI steps in Clause 3.10.1. The

covers shall have a raised chequered design to provide an adequate non-slip grip. The rise of the

chequered shall be not less than 4 mm. The locking device for cover shall be provided as directed

by Owner/Engineer. The CI covers for load test shall be selected at one for every lot of fifty

or part thereof for each type and size manufactured and as directed by Owner/Engineer. The

frame shall be fixed in cement concrete of M15 grade all round and finished with neat cement. The

machine holes frame shall have 560-mm diameter clear opening and shall weigh not less than

kg. Including cover. In case of rectangular CI frame and cover of 900 mm x 600 mm clear opening,

the total weight shall not be less than 275 kg. In case of scraper machine holes the frame shall have

clear opening of 1200 mm x 900 mm and shall weigh not less than 900 kg including cover. The

machine holes cover and frame shall be painted with three coats of anti-corrosive paint after fixing in

position. The size, type, weight of frame and cover as well as locking arrangement for cover shall be as

per Approved drawing.

Fiber Reinforced Concrete Frame and Cover

Fiber reinforced concrete frame and cover shall be capable of withstanding load of 35 tones.

The frame shall be fixed in cement concrete of M15 grade all around and finished with neat cement.

The fiber-reinforced frame shall have clear opening of 560-mm diameter and weighing 102kg. The

cover shall have a minimum thickness of 100 mm and weighing 78-kg. The fibers shall constitute 1%

by weight of the concrete in the form of 50 mm to 100-mm long high tensile steel wires. For the

cover, MS sheet lapping of 18 gauges shall be provided to avoid damage to the edges. Similarly for

frame, MS angle/flat shall be provided along the edge. Both MS sheet and angle shall be painted

with black bituminous paint. The cover should have suitable lifting arrangement. The fiber reinforced

frame and cover shall be manufactured as per the drawing approved by Owner/Engineer. The size, type,

weight and locking arrangement for frame and cover shall be as per approved drawing.

Reinforced Cement Concrete Frame and Cover

Reinforced cement concrete frame and cover for machine holes shall be of required dimensions and

shape as shown in drawing. The frame and cover shall be cast in cement concrete of M20 grade.

Minimum cover to the reinforcement shall be 40 mm. The edges of frame and covers shall be

provided with mild steel angles to avoid damages to the corners. These angles shall be painted with

black bituminous paint. The covers should have suitable lifting arrangement.

DROP MACHINE HOLES

When a sewer connects a main sewer, and where the difference in level between water line (peak

flow levels) of main line and the invert level of branch line is more than 800 mm or a drop of

more than 800 mm is required to be given in the same sewer line and it is uneconomical or

impractical to arrange the connection within 600 mm, a drop connection shall be provided for which

a machine holes shall be constructed as per relevant drawing, incorporating a vertical drop pipe

from the higher sewer to the lower one. This pipe shall be provided outside the shaft and encased

in concrete. A continuation of the branch sewer should be built through the shaft wall to form a

rotting and inspection eye, which should be provided with a half blank flange. The diameter of the

backdrop should be at least as large as that of the incoming pipe. The drop pipe should

terminate at its lower end with a plain or duck-foot bend turned so as to discharge its flow at

degrees or less to the direction of the flow in the mains sewer. The pipe unless of cast iron should be

surrounded with 150 mm thick concrete.

In the case of sewers over 450 mm in diameter the drop in level may be accomplished by one of

the following methods as shown on relevant drawings:

By drops in previous machine holes .

RCC MACHINE HOLES

In general, plain and reinforced concrete work for machine holes shall be carried out in accordance

with the Technical Specification: section-5 unless otherwise specified in this specification. The top

slab of machine holes shall be cast with shutters lined with plywood and shall be smooth finished

as per Clause 22.4.3 of above specification. For avoiding surface cracks due to variation in atmospheric

temperature and exposure to direct sunlight, RCC slab of machine holes after casting shall be

kept wet. M40 grade of concrete used for construction of RCC machine holes shall have minimum

cement content of 430 kg/cum. of concrete. Bar bending schedule for reinforcement shall be

prepared by Contractor and got approved from Owner/Engineer before proceeding with the work.

Minimum cover to the reinforcement shall be 20 mm.

SPECIFIC TECHNICAL REQUIREMENTS FOR LAYING OF RCC PIPES

This section specifies the specific technical requirements for laying, jointing, testing and

commissioning of R.C.C. pipes for conveyance of sewage. This section and other specifications of

Chapter: 8 are mutually dependent and essential for correct interpretation of the contract. In case

of conflict in any of these specifications, the requirements of this section shall govern.

Before excavating the trench, the alignment of the R.C.C. pipes shall be got approved from

Owner/Engineer. The excavation for trenches shall be carried out in accordance with the Technical

Specification: section-5 . All excavation work in trenches for laying of the R.C.C. pipes shall be

mechanized except in local developed areas to expedite the work.

All precautions shall be taken during excavation and construction to guard against possible

damage to any existing structure/pipelines etc. Also utmost care shall be taken to prevent side

collapse during excavation. No payment for removal of any collapsed earth shall be made.

Contractor shall provide suitable barricade, fencing on both sides of excavation for its full

length. Also necessary construction signs, red lanterns and guards as required shall be provided

and maintained during the progress of work.

Stable side slopes to excavation shall be provided wherever space for such slopes is available and

side slopes are permitted by Engineer. The excavation with side slopes shall be measured

and paid for. Engineer’s approval for side slopes during excavation shall not relieve

Contractor from his responsibility for any damage or subsidence. In congested areas, where side

slopes are not feasible and/or not permitted by Engineer, Contractor shall provide suitable shoring and

strutting for excavation. The design of bedding and quantities are based on width of trench defined in

approved drawing and side slope of 1 horizontal to 10 vertical on either side. A suitable side slope

shall be provided to meet with specific site condition as directed by Engineer-in- Charge.

The material from excavation shall be deposited at such places as directed by Engineer leaving

adequate clear distance form the edge of the trench as may be necessary to prevent

the sides of the trench from slipping or collapsing or at such a distance and in such a manner as

to avoid covering fire hydrants, machine holes covers, etc. and so as to avoid abutting against any wall

or structure or causing inconvenience to the public and other service organizations or otherwise as

Owner/Engineer may direct. The basic lead for disposal of excavator material shall be 50m, as

against 100m mentioned in Technical Specifications: section-5 , Earthwork in Grading, Excavation and

Service lines if met with during excavation shall be properly maintained by Contractor by means of

shoring, strutting, planking over, padding or otherwise as Owner/Engineer may direct and shall be

protected by Contractor from damage during the progress of the work and if damaged, such

damage shall be made good either by Contractor or by other agency, as

Owner/Engineer may decide and wholly, in either case at the risk and cost to contractor. For

supporting 150mm diameter and above pipes and high-tension cables, contractor shall be paid

separately only if special measures have been taken to support the above services by Contractor and

deemed fit by Engineer.

Utmost care shall be taken to see that width of trench at the top of pipe is not more than that

specified in Approved drawing. In case additional width is required it shall be provided only in the top

portion from the ground level up to 3mm above the top of pipe. If any extra width is excavated in the

area below this portion Contractor shall have to provide remedial measures as directed by Engineer.

Contractor shall not be paid for extra excavation as well as for any remedial measures. The design

of bedding and quantities are based on width of trench defined in Approved drawing and side slope of

1 horizontal to 10 vertical on either side. A suitable side slope shall be provided to meet with specific

site condition as directed by Engineer-in -Charge.

In case of excavation of existing roads, the road metal and also the rubble packing shall first be

stripped off for the whole width of the trench/pit and separately deposited in such place or places as

may be determined by Engineer. In case of the metal packing or Khandakies not being so deposited or

being mixed up with excavated material and not being available for making good the road surface,

the cost of the new metal packing of Khandakies as required shall be charged to the Contractor.

Excavation in asphalt/concrete road or pavement of any thickness shall be considered as separate

item for payment as provided in Schedule of Quantities and Rates. Such work shall neither be

part of excavation in hard rock as mentioned in Technical Specification: section-5.

The excess excavated material shall be carried away immediately from site of works to places up to a

distance specified in Schedule of Quantities and Rates and as directed by Owner/Engineer so as not to

cause any inconvenience to the public or traffic convenience, Owner/Engineer shall carry out and

the work by any other agency at Contractor’s risk and cost. If the instructions from Engineer are not

followed within seven days from the date of instructions to cart the materials and to clear the site,

the same shall be carried out by Owner/Engineer at the risk and cost of Contractor and no claim or

dispute shall be entertained in this respect.

Method of Working

The contractor should furnish his work program, i.e. construction methodology & sequence of works for

completion of the works within the scheduled time, within 15 days after the Notice to proceed and

prior to start of the construction activities at site.

Before excavating the trench, the alignment of sewer line shall be approved by the Engineer-in-Charge.

Laying of the pipeline shall be done as per Standard Specifications.

The trial pits/ trenches shall be taken by the Contractor at his own cost, without being directed to

do so, along the proposed sewer line alignment, in advance of the excavations for the purpose of

satisfying himself as to the location of underground obstructions or conditions, the contractor shall

proceed with caution, in any excavation and shall use every means to determine the exact

location of underground structures, pipelines, conduits etc., prior to excavation in the immediate

vicinity thereof. The Contractor shall be solely responsible for the cost of protections or repair or

replacement of any structure, pipeline/storm water drain, conduit etc. above or below ground, which

may be broken or otherwise damaged his operations.

The lighting, guarding of the trenches, warning signs, reflectors and the provision of watchman,

barricading of the trenches shall be done by the Contractor at his cost.

Special arrangements such as cranes, tripods with chain pulley block for lowering the pipes and

fittings shall be made by Contractor at his own cost. In no case pipes and fittings shall be dropped.

The posts and rails & barricading shall in no case be removed till the backfilling of the trench is

The bedding for sewer lines shall be provided as specified in the drawings and as per direction of

the Engineer-in-Charge.

In case of PCC bedding, the pipes can be laid after 24 hours of laying of PCC bedding and after the

clearance of the Engineer-in-Charge. The trench can be filled up to the top of the pipe level with moist

soil to ensure curing of concrete and then after testing of sewer line, trench should be filled. In the

duration before filling the trench, soil should be kept moist to ensure adequate curing.

The pipes and specials shall be stacked along the alignment in advance with utmost care during

transit so that they are not damaged. Any damage due to these reasons shall be Contractor’s liability.

All the sewer lines are to be laid perfectly true both in alignment and to gradient specified. In case of

spigot and socket pipe, the socket end of the pipe shall face upstream.

The sewer lines shall be secured in place with approved backfill material tamped under it except at

The sewer lines shall be laid such that the marking on pipes appears at the top of the pipes.

Properly fitted temporary wooden stoppers shall be provided to close the ends of all incomplete sewer

The stoppers are only to be removed when pipes are being laid and jointed. Opening at end of day’s

work shall be capped and sealed.

Sewer pipe laying and jointing shall be started and completed only section wise as per the instruction

of the Engineer-in-Charge. The sections shall be chosen from machine holes to machine holes .

The work of sewer line laying and machine holes construction shall be done simultaneously so that

hydraulic testing can be done efficiently. The construction of the works shall progress from

downstream end (i.e.) the discharge point and proceed towards upstream.

In case contractor finds any discrepancy in the Ground Levels and/ or Invert Levels during the setting

out of work he shall immediately bring it to the notice of the Engineer-in-Charge for necessary

rectification before commencing the pipe laying works.

Contractor shall not be paid any additional compensation for excess excavation cover what is specified

as well as for any remedial measures that are specified.

The excess excavated material shall be carried away from the site of works as specified, failing

which in view of public safety and traffic convenience, Engineer-in- Charge may carry out the work by

any other agency at Contractor’s risk and cost.

All the testing of sewer lines and other appurtenances, at both factory and site shall be carried out

in presence of Engineer-in-Charge or his representative. Besides, third party inspection for sewer lines

shall be done as specified earlier.

The Contractor shall submit to the Engineer-in-Charge within two months of actual completion of the

individual works but not later than the completion date of Contract, “as built Drawings” as specified

below. These Drawings shall be accurate and correct in all respects and shall be shown to and

approved by the Engineer-in-Charge.

The contractor, along with a soft copy in CD, shall supply completed and as built works certified

drawings on six prints and one polyester film of appropriate size sheets. Plan with scale 1: 1000 (A1

Size) & Auto CAD Copy showing the roads along with other details such as property width, storm water

drains, footpaths, location of electrical/ telephone poles. Location of machine holes with coordinates

along with all the dimensions wherever possible shall be prepared. The type of road, footpath details

etc. shall be further elaborated in terms, of their dimensions and material used. Finally exact

alignment of sewer, road side chamber and machine holes details such as type and size of pipe, GL& IL

at each machine holes , dia. of machine holes , etc. shall be marked on the plan. Nomenclature of

network shall be same as given in the network design drawing furnished to the Contractor during

execution. The connection details at the existing outfall sewer shall be shown in plan and section.

The water pipelines, valves, their sizes, material, depth etc. and other services which are

encountered during the excavation and trial trench shall also be shown on the completion drawings.

Trench shall be back filled with approved selected excavated material only after successful

inspection / testing / verification of levels of the pipeline by VMC or their authorized representative. The

tamping around the pipe shall be done by hand and other hand operated mechanical means. The water

content of the soil shall be as near the optimum moisture content as possible. Filling of the trench

shall be carried out simultaneously on both sides of the pipe in such as manner that unequal pressure

does not occur. Backfilling shall be done in layers not exceeding 30cm. Each layer shall be consolidated

by watering, ramming, care being taken to avoid damage to the pipeline. The compaction shall

be done to achieve the 95% of Proctor density. The trench shall be back filled after end of work

and road shall be restored according to the drawing and specifications.

R.C.C. pipes and collars shall strictly conform to IS: 458. The internal diameter, type, class and three

edge bearing strength of pipes shall be as per IS: 458 - Latest Edition.

The pipes shall be laid perfectly true both in alignment and gradient on specified bedding as

shown on relevant drawing. The type of joint and the cement mortar proportion for jointing of pipes

shall be as per IS Code.

Contractor should protect the completed work of pipeline from any damage and prevent the back-

filled earth entering into the pipe at his own cost. After laying and jointing of pipeline

Contractor should clear the entire pipeline inclusive of machine holes /chambers of all debris before

testing. It will be the sole responsibility of the contractor to prevent the earth, silt, any type of

material/water etc. entering into the excavated trench, laid pipelines or machine holes during the

course of execution of work also. Due to any reason, any material if entered, will have to be

removed by the contractor, at his own risk and cost.

TESTING FOR WATER TIGHTNESS

R.C.C. pipes after jointing inclusive of machine holes shall be tested for water tightness in

suitable stretches before backfilling excavated earth, as per clause nos. 8.1 and 8.2 of Technical

Specification: section-5 Reinforced Cement Concrete Pipes.

Aggregates used for concrete shall consist of naturally occurring stones (crushed or uncrushed) and

9. BREAKING OF ASPHALT ROAD SURFACE

Breaking of Asphalt road surface :

For laying of pipes the contractor shall break the asphalt road surface of any thickness wherever shown

by the corporation after diverting the traffic and keeping the sign board of "Road closed - Work

in Progress". The contractor shall carry out the work after providing proper lighting during the

night hours, providing fencing wherever required and publishing a public notice for the closure of

road. The rubbish excavated shall be stacked nearby and shall be used during refilling.

The rate shall be in sq. meters.

10. CI / DI PIPES Specials/ Valves/ Valve Chamber

Supplying Ductile Iron Valves Sluice Valve

For the work of supplying of (PN-1.6) D.I. double flanged metal seated sluice valve, as per relative IS

Specification (IS 1484-2000) & mark, double flanged, non magnetic, stainless steel housing, 3 tpi

spindle with gun metal nut, hand wheel-operated and opening clockwise direction, tested &

confirming to flanges drilled to IS 1538/ 1976 with cap, hydraulic tested of Kirloskar, I.V.C.,

Kilburn, Durga make as approved by department, shall be supplied at site. Test certificate as per IS

requirements shall have to be provided with the valve. The rate shall be inclusive of all type of

taxes, loading, unloading, freight, octroi, insurance, etc. in the proposed supply. The sluice valve

body shall be tested for a pressure of 20 kg/cm2. And seat for 10 kg/cm2. Item includes supply of tail

pieces for the connections. The rate shall be per number.

The Air Valve shall be 200mm dia. Double ball flanged type of relative IS Specification (IS 780 & IS

2906) and approved make, H-40 type, with all types of fittings, required bolts, rubber gasket

(packing) etc. shall be supplied with the valve.

The rate shall be per number.

Fixing of DI Valve

The materials purchased from the market such as sluice valves, air valves, tail piece, bolt, nut,

rubber packing, lime, etc. after properly checking and verifying, transporting to the site of work,

jointing the tail piece and valve using rubber packing, nut, bolt, lime, etc. after properly cleaning the

tail piece and the flanges of the valve. Thereafter the trench shall be further excavated as required

and the valve shall be lowered using the chain pulley block and keeping wooden planks and bricks

at the side and bottom for proper leveling. The contractor shall be responsible for protecting the

valve., tail piece, etc. materials brought to the site. The contractor will be responsible for protecting

the sluice valve spindle till the pipe line is handed over to the corporation. The excavation required

for the valve shall be paid in the item of excavation. The rate shall be per number.

Constructing Valve Chamber

The contractor shall carry out the excavation work as per the relevant item. To lay 150 mm. thick

1:2:4 PCC using black metal cement concrete, compacting, finishing and curing as shown in the

design and drawing. To construct 23 cm thick wall in CM 1:6, 12 mm thick (1:3) smooth cement

plaster from inside and 1:3 cement pointing on outside surface with cement pointing. The top of the

chamber shall be covered with 150 mm. thick in M35 RCC pre-cast slab in two parts with Key

hole provision. 30 cm below the pipe line invert the cement concrete block shall be extended. The

coping shall be 150mm thick in M-200. The valve base shall be in M-200 C.C. C.I. steps shall be of

4.5 kg/each weight and at 350mm vertical c/c distance. The IPS shall be casted in 40 mm. thick in

the proportion of (1:2:4). The above work shall be inclusive of cost for centering, reinforcement, sand,

bricks; binding wire and all other required material and labor etc. The rate shall be per number up

to 1.0m depth chamber of above size. If depth exceeds 1m extra rate applicable shall be per

meter depth beyond 1m depth.

For the additional depth work shall be carried out as specified above, the rate of which shall be

per running meter.

The contractor shall construct valve chamber required for the heavy duty valve inclusive of required

brick masonry, plaster, etc., as shown in the drawing and specification and inclusive of the required

material and labor.

Constructing Valve Chamber

The contractor shall carry out the excavation work as per the relevant item. To lay 150 mm. thick 1:2:4

PCC using black metal cement concrete, compacting, finishing and curing as shown in the

design and drawing. To construct 35 cm thick wall in CM 1:6, 15 mm thick (1:3) smooth cement plaster

from inside and 1:3 cement pointing on outside surface with cement pointing. The top of the chamber

shall be covered with 150 mm. thick in M-35. RCC pre-cast slab in two parts with Key hole

provision. 30 cm below the pipe line invert the cement concrete block shall be extended. The coping

shall be 150mm thick in M-200. The valve base shall be in M-200 C.C. The C.I. steps shall be of

kg/each weight and at 350mm vertical c/c distance. The IPS shall be casted in 40 mm. thick in the

proportion of (1:2:4). The above work shall be inclusive of cost for centering, reinforcement, sand,

bricks, binding wire and all other required material and labor etc. The rate shall be per number up to

2.0m depth chamber of above size. If depth exceeds 2m extra rate applicable shall be per meter

depth beyond 1m depth.

For the additional depth work shall be carried out as specified above, the rate of which shall be per

The contractor shall construct valve chamber required for the heavy duty valve inclusive of required

brick masonry, plaster, etc., as shown in the drawing and specification and inclusive of the required

material and labor.

11. GENERAL BUILDING ITEMS

Purchasing, Providing & Laying of Ductile Iron Pipes :

Ductile iron Spun Pressure Pipes, suitable for Drainage works, of required diameter Shall be supplied at

store as per I.S. 8329-2000 and its latest amendment .

The pipe shall of K-9 class with Socket Spigot ends suitable for push-on-Jointing with inside cement

mortar lining (OPC) and outside Zinc plus Mechanically/ Spray (Cold) applied Bitumen Coating

conforming to IS 8329-2000 along with test certificate. Materials to be supplied with consideration of

third party inspection of the agency approved by VMC.

The pipe shall be of K-9 class and including supply & fixing of SBR Tyton Ring (having ISI mark)

required in joint. Rate shall be per running Meter of pipe length & Contractor shall include in his rate, all

taxes, loading, unloading, insurance, carting etc. complete

The socket and spigot shall be properly cleaned using wire brush before the DI pipes and specials are

laid in line in the trench. The spigot shall be properly fixed in the socket in line and level, using chain

pulley block or such approved method. If required the pipes shall be cut using appropriate equipment

before they are laid.

Fixing/ Jointing of specials is included in the labour charge. The Tyton rings as per IS 5382-1985

(Neoline and Nitrile rubber, SBR ) shall be used for making the joints for the pipes and specials. The

required material for the Tyton joint shall be procured and supplied by the contractor and its rate shall

be included. Laying of D.I. pipes include necessary connections with the existing APS / Machine holes as

per the instruction of the Engineer-in-charge. Contractor shall give Hydraulic pressure test at

kg/sq.cm. for 15 minutes and leakage test at 3 kg/sq.cm for 2 hours as per relative IS Specification, the

water, material & equipment required for testing shall be arranged by the contractor at his own cost.

The Rate shall be per running meter.

Supply of DI Specials

Manufacture, supply & Delivery of Ductile Iron Flange socket spigot bends, tees, reducers or any other

specials as per BS-EN-545/1995 Class-A series K-12 suitable for use with D.I. pipes manufactured as

per IS:8329/1994 delivery of specials is to be made to VMC store or site of works. D.I. fitting shall be as

per IS specification and ISI-mark, along with test certificate, including all taxes, loading, unloading,

carting, stacking, insurance, inspection charges, octroi etc. complete.

The rates shall be per kilogram weight of specials.

Lead Jointing :

The DI pipes shall be cut as per instruction of the Engineer in-charge and the material / debris and

waste obtained shall be deposited in the respective stores of the corporation. The contractor shall bring

Tee, collar, bends, etc., specials to the site of work, place the same in position, cut the existing DI pipe,

and fix the pipe in required line and level. The required jute, lead, tools, etc., shall be supplied by the

contractor. For the excavation for the existing lines, the contractor shall provide rope fencing, required

lighting during night hours, after dressing and providing wooden planks, de-watering, lead joint shall be

made in presence of the corporation's Engineer in-charge.

To make the lead joint and the to facilitate the caulking the area around the joint shall be excavated to

1.5 ft. as directed by the corporation' engineer to make available the working space. Cleaning the pipes

and special sockets, supplying approved quality of jute and inserting it with required equipment and

filling the joint with lead as per the details given below or as per PWD HBA-2, Table - CC (VII). The joint

shall be kept open from all the sides and got checked from the site overseer.

Sr No. Details of Lead required Depth of Lead Joint Remark

1 100 mm. DI pipe 2.50 5.0 As per PWD

Maintaining the gaps as mentioned above, pouring lead into the joints using lead, wool, etc., at site and

after heating the lead making the joint in presence of the corporation's engineer. The joint made in

absence of the engineer shall not be considered and the contractor shall remove the joints and the lead

at his own expense and redo the joint in presence of the engineer. The contractor shall provide the

required caulking tools and do the caulking. Contractor shall see that in no case the lead come out of

the joint and in no circumstances he would be allowed to cut the same.

The item shall be paid per number.

Supplying DI Valves / Sluice Valve

For the work of supplying of (PN-1.6) D.I. double flanged metal seated sluice valve, as per relative IS

Specification (IS 1484-2000) & mark, double flanged, non magnetic, stainless steel housing, 3 tpi

spindle with gun metal nut, hand wheel-operated and opening clockwise direction, tested &

confirming to flanges drilled to IS 1538/ 1976 with cap, hydraulic tested of Kirloskar, I.V.C.,

Kilburn, Durga make as approved by department, shall be supplied at site. Test certificate as per IS

requirements shall have to be provided with the valve. The rate shall be inclusive of all type of

taxes, loading, unloading, freight, octroi, insurance, etc. in the proposed supply. The sluice valve

body shall be tested for a pressure of 20 kg/cm2. And seat for 10 kg/cm2. Item includes supply of tail

pieces for the connections. The rate shall be per number.

The Air Valve shall be 200mm dia. Double ball flanged type of relative IS Specification (IS 780 & IS

2906) and approved make, H-40 type, with all types of fittings, required bolts, rubber gasket

(packing) etc. shall be supplied with the valve.

The rate shall be per number.

Fixing of DI Valve

The materials purchased from the market such as sluice valves, air valves, tail piece, bolt, nut,

rubber packing, lime, etc. after properly checking and verifying, transporting to the site of work,

jointing the tail piece and valve using rubber packing, nut, bolt, lime, etc. after properly cleaning the

tail piece and the flanges of the valve. Thereafter the trench shall be further excavated as required

and the valve shall be lowered using the chain pulley block and keeping wooden planks and bricks

at the side and bottom for proper leveling. The contractor shall be responsible for protecting the

valve., tail piece, etc. materials brought to the site. The contractor will be responsible for protecting

the sluice valve spindle till the pipe line is handed over to the corporation. The excavation required

for the valve shall be paid in the item of excavation. The rate shall be per number.

Constructing Valve Chamber

The contractor shall carry out the excavation work as per the relevant item. To lay 150 mm. thick

1:4:8 C using black metal cement concrete, compacting, finishing and curing as shown in the

design and drawing. To construct 23 cm thick wall in CM 1:6, 12 mm thick (1:3) smooth cement

plaster from inside and 1:3 cement pointing on outside surface with cement pointing. The top of the

chamber shall be covered with 150 mm. thick in 1:2:4 RCC pre-cast slab in two parts with Key

hole provision. 30 cm below the pipe line invert the cement concrete block shall be extended. The

coping shall be150mm thick in 1:2:4. The valve base shall be in 1:2:4 C.C. C.I. steps shall

be of 4.5 kg/each weight and at 350mm vertical c/c distance. The IPS shall be casted in 40 mm.

thick in the proportion of (1:2:4). The above work shall be inclusive of cost for centering,

reinforcement, sand, bricks; binding wire and all other required material and labor etc. The rate shall

be per number up to 1.0m depth chamber of above size. If depth exceeds 1m extra rate

applicable shall be per meter depth beyond 1m depth.

For the additional depth work shall be carried out as specified above, the rate of which shall be

per running meter.

The contractor shall construct valve chamber required for the heavy duty valve inclusive of required

brick masonry, plaster, etc., as shown in the drawing and specification and inclusive of the required

material and labor.

Constructing Valve Chamber

The contractor shall carry out the excavation work as per the relevant item. To lay 150 mm. thick 1:2:4

PCC using black metal cement concrete, compacting, finishing and curing as shown in the

design and drawing. To construct 35 cm thick wall in CM 1:6, 15 mm thick (1:3) smooth cement plaster

from inside and 1:3 cement pointing on outside surface with cement pointing. The top of the chamber

shall be covered with 150 mm. thick in M-200. RCC pre-cast slab in two parts with Key hole

provision. 30 cm below the pipe line invert the cement concrete block shall be extended. The coping

shall be 150mm thick in M-200. The valve base shall be in M-200 C.C. The C.I. steps shall be of

kg/each weight and at 350mm vertical c/c distance. The IPS shall be casted in 40 mm. thick in the

proportion of (1:2:4). The above work shall be inclusive of cost for centering, reinforcement, sand,

bricks, binding wire and all other required material and labor etc. The rate shall be per number up to

2.0m depth chamber of above size. If depth exceeds 2m extra rate applicable shall be per meter

depth beyond 1m depth.

For the additional depth work shall be carried out as specified above, the rate of which shall be per

The contractor shall construct valve chamber required for the heavy duty valve inclusive of required

brick masonry, plaster, etc., as shown in the drawing and specification and inclusive of the required

material and labor.

12. GENERAL BUILDING ITEMS

Specifications of civil engineering materials

The Contractor shall make all the arrangements for adequate supply of water for efficient execution of

the work and for the needs of the labor employed thereon. Water used in masonry work, making

concrete, mortar for bricks and for other plain or reinforced general constructions shall be

reasonably clean and free from impurities, Alkali, Salts and other deleterious substances likely to

cause efflorescence or which are likely to be harmful to the work. As a rule water is clear and

potable will be considered satisfactory for all those purpose.

The sand shall consist of natural sand composed of fine granular materials resulting from natural

disintegration produced by crushing hard stone or gravel. The sand shall be hard, durable,

chemically inert, clean and free from adhering coating, particles of shells, mica and organic, clay balls

or pellets. The sand shall not contain any harmful impurities, such as iron, pyrites, alkalis, salts,

laminated or other materials in such a form or in such quantities as to affect adversely the

hardening, strength, the durability or the appearance of the mortar or concrete. The amount of

deleterious substance, namely clay, fine silt and fine dust, shall not exceed 4 percent, sand containing

more than the prescribed limits of clay or mud etc. shall be properly washed prior to being used. The

sand shall not contain organic impurities in quantities, show a color darker than the standard, when

subjected to Carolinian test as specified in IS2116 & IS 1542. The contractor shall use sand for

concrete work from approved quarries only.

Coarse Aggregate

The source from which the aggregate is to be procured shall be subject to approval to the

Engineer-in- charge /Consulting Engineer, it shall be conforming to IS : 383. The coarse aggregate

shall be of stone or clean gravel and the size of gauge specified having clear, hard strong and durable

fragments. It shall be free from dirt, clay, leaves or any organic matter, the broken stone and shall be

free from admixture of soft or decayed stone and shall have not injurious chemicals actions when

mixed with concrete. The contractor shall wash the aggregate use of his expense wherever required

by the authorized representative of Engineer-in-charge/ Consulting Engineer.

Portland Cement conforming to Indian Standards specification IS: 269 1958 shall be used. It shall

be stored to the satisfaction of the Engineer-in-charge in weather proof sheds, building or ware house

or dry platform and protected from rain and moisture. Cement shall be stored in bulk at place but

should be staked out separately and distinctly. Cement which has set a partially set, shall not be

used in the work. Any cement that is damaged through careless handling transport and

storage shall be contractor's responsibility and contractor shall remove all rejected cement from site

within 24 hours. Cement stored for a period not more than three months shall only be allowed to be

used, if permitted by the Engineer-in-charge, and if any tests required to be carried out the

contractor shall do so at his cost.

General Note ::

Wherever discrepancies regarding specifications of materials mentioned aforesaid are found, and

where no specification numbers are mentioned (pertaining to materials to be used in the works) in all

such cases relevant Indian Standard Specifications with all their latest amendments shall be applicable

The Engineer-in-charge at his own discretion may reject any material offered or delivered for use in the

work if not found fulfilling specifications. The quality of the materials is to be supported by

manufacturer’s certificate.

The contractor shall have to carry out third party inspection of all the material including pipes, valves,

etc. at contractor’s cost from the Govt. approved Lab. Or Agency fixed by the Engineer-in- charge,

and submit the certificates. Above this, the Engineer-in-charge shall have liberty to have this material

tested at contractor’s cost and the result of such test should be final and binding to the contractor.

13. RCC Pipes with HDPE lining

a) The manufacturing/ supplying, laying and jointing of all Reinforced Cement concrete (RCC) pipes

shall be done in accordance with standard CPWD specifications. The RCC pipes with 2500mircron

thick HDPE lining shall be ISI marked spigot and socket type/with

M.S. Collar and jointing of RCC pipes shall be done using rubber gaskets confirming to IS 5382. All the

pipes shall be manufactured as specified in IS 458: 1988 (Amended up to date) and laid in trench as per

IS 783. All the tests as specified in the Standard Specifications shall be performed by the Contractor at

manufacturer’s place in presence of Engineer’s representative and/or by third party inspector. The

contractor / firm shall submit the name of manufacturers of RCC pipes from whom he is going to

procure the pipes for verification of his ISI mark and previous experience in the field of manufacturing

of pipes. The bedding below the pipeline and back filling shall be provided as per pipe bedding standard

drawings. After the work for laying and jointing of RCC sewer pipes is completed, the sewer line and

Machine holes shall be tested at work site.

The work shall agree in all particulars with the contract drawings and amendments to drawings, which

shall be read in conjunction with the specification. The Engineer may issue further drawings, if

necessary, as the work proceeds.

The enclosed drawings are for the reference of Contractor and information only, as they are preliminary

in nature. Owner/Engineer reserves the right to change the plans, locations, delete or add some parts of

the work, etc. if warranted at the time of preparation of detailed drawings or as work proceeds.

Contractor will have no claims on Owner/Engineer on this account. Contractor shall carefully scrutinize

the drawings and he shall be responsible to point out discrepancy or anomalies if any to the Engineer

before execution of the work affected thereby.

Contractor, his employees and agents shall not disclose to anyone any information contained on

drawings, or otherwise furnished to him/her by Owner/Engineer including all drawings, reports, etc.

prepared by Consultant/Contractor either individually or jointly for the execution of the works without

prior approval of Engineer. No photographs of the works or plant within the site premises shall be taken

without prior written approval of Owner/Engineer.

SECTION B.2 TOPOGRAPHIC GIS BASED SURVEY

Conducting topographic GIS based survey of the alignment of the proposed works using total station

equipment to capture topographic features including manmade or natural features in a georeferenced

manner along and across the entire route of the works, including recording the GLs and ILS of of the

existing sewers / manhole, prepare and submit working drawings with correct levels and contactor's

preferred sewer route and indicating the location of connecting machine holes / lines to the engineer

The contractor shall be responsible for pre alignment survey before commencing the construction

work and post alignment survey after completion of construction work. For that he will be given the

place and the value of TBM or PBM and alignment of work, according to which the survey work

shall be carried out. The survey work shall include detailed survey of RL of existing ground, RL of

centre line of proposed / completed work, top/invert level of storm water drain/catch

pit/manhole/another important relevant data according to instruction of engineer - in charge.

The contractor shall submit the Pre and post survey drawings/maps/details (which include

longitudinal section and cross section of alignment according to instruction of engineer-in-charge)

in form of one soft copy and three hard copies. The pre survey shall be submitted to the VMC and

PMC while Post survey (as built) drawings shall be sent to VMC, PMC and TPI. The contractor shall

be responsible for adding or altering any information mentioned in the drawing according to

instruction of engineer-in-charge.

SECTION B.3 DEMOLITION OF RCC WORK

The contractor shall have to dismantle existing RCC according to requirement and instruction of

engineer- in-charge. The removed stuff shall be transported and placed without affecting the work

and general peoples according to instruction of engineer-in-charge within VMC limit.

SECTION B.4 DEMOLITION OF BRICK WORK

The contractor shall have to dismantle existing Brick work according to requirement and

instruction of engineer- in-charge. The removed stuff shall be transported and placed without

affecting the work and general peoples according to instruction of engineer-in-charge within VMC

SECTION B.5 FILLING OF RUBBLES

Refilling of the Kaans bed /rubble where ever required and instructed as per the

specifications to achieve the required slope. The rubbles include hand packing and filling

interstices with quarry spalls behind abutments and between returns as directed.

SECTION B.6 BRICKWORK

Brickwork shall be done in bond as per design and with frog upwards necessary to make the bond. The

bricks shall be well burnt, free from crack, flows, stone, efflorescence, regular in shape and size and

shall have sharp and square sides and parallel faces to ensure uniformity of thickness of the course of

brickwork. Any random brick chosen as sample shall have a clear ringing sound when struck with

might hammer. Bricks shall not break when thrown over a height of 75cm. The work of brickwork shall

proceed in horizontal layers preferably for the complete length. All courses shall be truly horizontal.

This thickness of the mortar joint shall not exceed 12mm. There shall be only 7 courses in a height of

Soaking :- Before being used in the work all bricks must be thoroughly soaked in water for atleast

hours. The water absorption shall not be more than 18% of its own weight.

Racking of joints:-

In ordinary work and in all work to be covered up, the mortar in each joint shall be struck as the work

proceeds. When the brickwork is to be pointed or plastered the joints shall be racked clear of mortar

to a sufficient depth not less than 20mm while the mortar is still soft.

Watering the work:-

The work is to be kept well-watered complete work is to be kept wetted for a period of 15 days.

The mortar shall be of Cement mortar proportions 1:6 as specified shall conform to the specifications

of the mortar. The proportion shall be by volume All joints horizontal and vertical shall be thoroughly

and firmly filled in with mortar. The prepared mortar shall be used within 30 minutes of adding water.

So only such quantity of mortar shall be prepared which can be used within 30 minutes.

SECTION B.7 POLY PROPYLENE STEPS

The Polypropylene conforming to an ASTM D-4101, injection moulded around a 12 mm dia. IS

1786 grade Fe-415 steel reinforcing bar and should meet the load required 225 Kg. as per IS-5455.

The measurement should be as per attached drawing. The tolerance in the length and width is +/-

mm and +/- 1 mm in thickness. The weight of the steps should not be less than 0.900 Kg.

Un chequered portion of the step shall be inserted with the rich cement mortar during the course of

masonry work so constructed around the steps as to keep the step on its right position. The non-slip

grip chequered portion of the steps shall be well kept outside the masonry.

During fixing of the steps, the wall should not be damaged and shall not vibrate or shall not shake

during ascents and decants otherwise they shall have to be re fixed correctly as per the drawings or

as mentioned above.

SECTION B.8 EXCAVATION

Excavation for pipe line trenches for water supply, sewerage line, manhole etc all with shorting and

strutting if required as per required gradient and line including all safety provisions using site rails

and staking excavated stuff including upto required lead cleaning the site etc complete for all lift

and strata as specified

Excavation in all types of soils, soft and hard up to 1.5 m. depth and from 1.5 m. to 3.0 m. depth & 3.0 m.

to 4.5 m. depth or required depth. Line out along the alignment of the pipe or channel using lime or

suitable colour, getting it approved from the deputy engineer, breaking the surface and excavating up

to the required depth. The contractor shall provide at his own cost, red light and a watchman during

the night hours, and provide fencing using ropes on both the edges of the trench before starting of

work. The contractor shall keep a sign board with "Road closed - Work in Progress" written on it.

Along the alignment of pipe, breaking of the road surface, removing stone paving carefully and also

removing the rubbles, metal, bricks and stones and dumping the excavated materials viz; metal,

brickbats, etc. 1.0 m. away from the trench and protecting the excavated material till the work is

complete. Excavation will be allowed to be carried out up to maximum 100 m. length. Further

excavation shall be permitted after laying of the pipe line is complete in the excavated trench.

The work shall be executed in such a way that the water connections, drainage connection, telephone,

electric cables, etc., met during excavation are not damaged. If required these cables and poles shall

be supported properly, even then these lines and cables are damaged, the contractor shall be held

responsible. In case of damage to the water and drainage lines, electric poles etc., during excavation

the contractor shall repair the same at his own cost immediately. In case such repair work is not

attended immediately, it will be executed through other agency or department and the entire repair

expenditure shall be deducted from his bill or from the amount payable to him.

Any diversion required in existing service lines/House connections coming in the line of work shall

have to be diverted by the contractor at his cost & risk, as per the instructions & directions of

Engineer-in-charge. Excavation shall be carried out in all types of soil, dry, moist or water logged. If

required the contractor shall procure his own pump and carry out the de-watering. The places where

the soil is soft or made-up (refilled), the contractor shall provide wooden planks and supporting

structure to the trench, to avoid any mishap or accident.

The excavated stuff shall be dumped at about 2 m. away from the trench (within 90 meter lead),

properly in the line and approach shall be provided across the trench at a suitable interval for the

public to cross over. The contractor's rate shall include excavation in all types of roads including

breaking brickwork, concrete, etc. No extra rate shall be payable for this work.

SECTION B.9 CEMENT CONCRETE M-15

C.C. (M-15): Providing and casting in situ C.C. in grade M-15 (approx. corresp. to prop. 1:2:4)

(proportions as per mix design or as per Table 9 of IS456 2000 in masses by weigh batching) using

granite, quartzite trap metal of size 6 mm to 20 mm for RCC work, including scaffolding centering,

form work, needle vibrated consolidation, curing comp. up to 6-meter depth or height (excluding

cost of reinforcement and neat finishing) with centering and shuttering/ deshuttering etc. comp.

for structure for other than water retaining. 1.0 Footing (form work)

a) Column footing up to plinth.

c) For columns in super structure

e) For R.C.C. Hood

f) R.C.C. beam/coping

h) Foundation for pump

i) Thrust Block or Encasing of Pipes etc.

The sand shall be clean, river sand free from all impurities as per the general specification of

The coarse aggregate shall be of machine crushed from approved sevalia quarry of black trap as

approved by the Executive Engineer. The aggregate shall be as per specification of general materials.

The concrete shall be mixed in concrete mixer to have uniform and homogeneous mix. In R.C.C work

hand mixing shall not be allowed except in breakdown of the mixer. However, under unavoidable

circumstances up to the construction joint hand mixing shall be permitted by adding extra 10% of

cement at the cost of the contractor without claiming any extra cost. The hand mixing shall be done

only to bring the work to the safe stage as directed by the Engineer-in-charge.

The concrete shall be laid in position immediately before the initial setting time of cement begins.

Necessary safe scaffolding to lift the concrete to various floors shall be prepared by the contractor.

The concrete after placing in position shall be well tempered by mechanical vibrators if necessary and

wooden screeds, so that the whole mass becomes compact and homogeneous of concrete. While

placing the concrete care should be taken that the position of reinforcement is not disturbed.

Adequate cover should be provided by placing precast concrete cover blocks and not by metal pieces

or brick bats. After the finishing of the concrete surface is done the same shall be protected by wet

gunny bags till the surface is sufficient hard to receive final curing. The concrete work after proper

setting shall be cured properly by water by providing dykes or bunds 8 cms to 10 cms high and filling

them by water. The curing shall be continuously done for 14 days. In case of columns, beams, footings,

curing by dykes or bund is not possible the RCC members shall be properly cured by wet gunny bags

by continuous watering as directed by the Engineer-in-charge.

At the time of concreting, proper care shall be taken that honey combing is minimum.

After the form work is removed any such honey combing is found it shall be finished with cement

mortar (1:2) so that all crevices are properly filled up and no reinforcement is exposed. If however, the

honey combing is of very severe nature and is found throughout the surface concreting exposing the

reinforcement the concrete work shall be rejected and redone without any extra cost.

In case of volume of concrete more than 5M3 at a time contractor shall cast 15 cms x 15 cms x 15 cms

test cubes and slump test shall be taken during the concreting as per I.S.S. These cubes shall be

tested in witness of Owner/ PMC/ TPI’s Engineers at any Government approved laboratory or

Engineering college at the cost of the contractor. The strength of concrete shall be minimum as

specified in ISI 456-1964 as specified by the design section. After the centering is removed, all

exposed RCC members shall be lightly chiseled to have proper key with mortar for plastering work

and shall be finished with cement mortar 1:3 cement plaster of required thickness to bring work in line

and level including neeru finish and 3 coats of white wash. The slab when projected shall have to be

provided drip molding and no extra payment shall be made on account of this.

The rate of concrete includes cost of all materials, labour and shall be paid as per size of the member

cast and not finished. The rate is exclusive of the reinforcement. The rate is inclusive of the cost of

finishing with cement plaster 1:3 the exposed faces such as to of lofts, cantilever and chhaja including

neeru finishing 3 coats of white or colour wash etc. comp.

In case of casting some of the member which were to be provided as precast, as cast in situ, such work

shall be measured and paid against this item without any extra cost.

The measurement of various members of RCC shall be taken as per respective item and specification

as per ISS No. 1200-1958. The work shall be done as per ISS 456-1964 Para 1 to 5, 4, 2 and Para 7.0 to

SECTION B.10 SELF COMPACTING CEMENT CONCRETE (SCC)

Designing, providing and laying in any position, without usage of vibrator, ready mixed design mix

Self Compacting Cement Concrete (SCC) of required grade for Form Finished reinforced cement

concrete work in super structure at all floor levels, using cement & fly ash, content as required

including transportation of concrete through transit mixer to site of laying for all leads, all floor

levels, pumping of concrete to site of laying but excluding the cost of centering, shuttering,

including admixtures conforming to IS 9103 as per designed proportions to accelerate, retard

setting of concrete, improve workability without impairing strength and durability as per direction

of Engineer-in-charge. The Mix design as per particular specfications shall be got approved by

Engineer-in-Charge before execution of the item. The rate shall include cost of all specified

materials and operations, including the cost of centering, shuttering but excluding reinforcement

which shall be paid under relevant item.

Reinforced cement concrete work shall be cast-in-situ as directed by Engineer-in-Charge

according to the nature of work. Reinforced cement concrete work shall comprise of the

following which may be paid collectively or separately as per the description of the item of work.

Self compacting design mix concrete of minimum grade M40 by using admixure Retarder /

Plasticizer and micro silica as per design mix.

2.1 Water, cement, fine and coarse aggregate shall be as specified under respective clauses of

General Specification and standard IS Code or Its Latest amendments

IS 456- 2000 Code of Practice for Plain and Reinforced Concrete (as amended up to date) shall

be followed in regard to Concrete Mix Proportion and its production as under:

(a) The concrete mix design shall be done as "Design Mix Concrete" as prescribed in clause- 9 of IS

456 mentioned above.

(b) Concrete shall be manufactured in accordance with clause 10 of above mentioned IS

covering quality assurance measures both technical and organizational, which shall also

necessarily require a qualified Concrete Technologist to be available during manufacture of

concrete for certification of quality of concrete.

(ii) Self-compacting concrete of grade M-40 shall be used in all structural element and if

necessitated due to low water/binder ratio, required workability shall be achieved by use of

chloride free chemical admixtures conforming to IS 9103. The compatibility of chemical admixtures

and super plasticizers with OPC, received from different sources shall be ensured by trials.

(iii) Curing as per provision in IS 456:2000 (with amendment). Wet curing period shall be enhanced to

a minimum of 10 days or its equivalent. In hot & arid regions, the minimum curing period shall be

14 days or its equivalent.

3. Steel for reinforcement

Steel shall be thermo mechanically treated bar Fe-500D as per IS1786-2008 (with amendments)

or more as per Tender Specifications os Steel.

Cover as per IS456:2000 (with amendment) and General Tender Specification.

Self-compacting concrete of grade M-40 for construction Strom Water Channel with various size

allocations with specified grade using Ordinary Portland Cement (conforming to strength

requirement of IS:8112).

4.1 Strength of concrete

As per IS 456:2000 with amendments.

5. Self Compacting Concrete

Self-compacting concrete shall be able to flow under its own weight and completely fill the

formwork, even in the presence of dense reinforcement, without the need of any vibration, whilst

maintaining homogeny.

5.1 Guiding Technical specification for Self-compacting concrete.

The specification, performance and conformity requirements for structural concrete are given in

IS 456-2000 Annex - J. Test methods. The filling ability and stability of self-compacting

concrete in the fresh state shall be defined by four key characteristics like flow ability viscosity,

passing ability & Segregation resistance. Each characteristic shall be addressed by one or more

Min. Cementitiouscontent 420kg I m3

Admixtures PCE based & Viscosity Modifiers or as per design mix

Flow 550 - 850 mm

T 50 time Time of 2-5 seconds

V-Funnel Time Max 25 seconds

L-Box ratio 0.8 -

Compressive Strength As per Specification of IS

Characteristic Preferred test method(s)

Flow ability Slump-flow test

Viscosity (assessed by rate of flow) T500 Slump-flow test or V-funnel test

Passing ability L-box test

5.1.1 Slump - flow

Slump-flow value describes the flow ability of a fresh mix in unconfined conditions. It is a

sensitive test that will normally be specified for all SCC, as the primary check that the fresh

concrete consistence

meets the specification. Visual observations during the test and/or measurement of the T500

time can give additional information on the segregation resistance and uniformity of each

The following are typical slump-flow classes for a range of applications:

SF1 (550 - 650 mm) is appropriate for:

• Unreinforced ed or slightly reinforced concrete structures that are cast from the top with free

displacement from the delivery point (e.g. housing slabs)

• Casting by a pump injection system (e.g. tunnel linings)

• Sections that are small enough to prevent long horizontal flow (e.g. piles and some deep

SF2 (660 - 750 mm) is suitable for many normal applications (e.g. walls, columns)

SF3 (760 - 850 mm) is typically produced with a small maximum size of aggregates (less than 16 mm)

and is used for vertical applications in very congested structures, structures with complex shapes, or

for filling under formwork. SF3 will often give better surface finish than SF 2 for normal vertical

applications but segregation resistance is more difficult to control.

Target values higher than 850 mm may be specified in some special cases but great care should be

taken regarding segregation and the maximum size of aggregate should normally be lower than 12 mm.

Class Slump - Flow in mm Conformity criteria

Picture above shows Slump flow test

5.1.2 Viscosity

Viscosity can be assessed by the T500 time during the slump-flow test or assessed by the V-

time. The time value obtained does not measure the viscosity of sec but is related to it by

describing the rate of flow. Concrete with a low viscosity will have a very quick initial flow and

then stop. Concrete

with a high viscosity may continue to creep forward over an extended time.

Viscosity (low or high) should be specified only in special cases such as those given below. It can

useful during mix development and it may be helpful to measure and record the T 500 time while

doing the slump-flow test as a way of confirming uniformity of the SCC from batch to batch.

VS1/VF1 has good filling ability even with congested reinforcement. It is capable of self-levelling

and generally has the best surface finish. However, it is more likely to suffer from bleeding and

VS2/VF2 has no upper class limit but with increasing flow time it is more likely to exhibit

thixotropic effects, which may be helpful in limiting the formwork pressure or improving

segregation resistance. Negative effects may be experienced regarding surface finish (blow

holes) and sensitivity to stoppages or delays between successive lifts.

Class V-Funnel Time in Conformity criteria

5.1.3 Passing ability

Passing ability describes the capacity of the fresh mix to flow through confined spaces and

narrow openings such as areas of congested reinforcement without segregation, loss of

uniformity or causing blocking. In defining the passing ability, it is necessary to consider the

geometry and density of the reinforcement , the flowability /filling ability and the maximum

aggregate size.

The defining dimension is the smallest gap (confinement gap) through which SCC has to

continuously flow to fill the formwork. This gap is usually but not always related to the

reinforcement spacing.

Unless the reinforcement is very congested, the space between reinforcement and formwork

cover is not normally taken into account as sec can surround the bars and does not need to

continuously flow through these spaces.

Examples of passing ability specifications are given below:

PA 1 structures with a gap of 80 mm to 100 mm, (e.g. housing, vertical structures)

PA 2 structures with a gap of 60 mm to 80 mm, (e.g. civil engineering structures)

For thin slabs where the gap is greater than 80 mm and other structures where the gap is

greater than 100 mm no specified passing ability is required .

For complex structures with a gap less than 60 mm, specific mock-up trials may be necessary.

Class Passing Ability Conformity criteria

PA 1 0.8 with 2 bars

PA2 0.8 with 3 bars

5.1.4 Segregation resistance

Segregation resistance is fundamental for SCC in-situ homogeneity and quality. SCC can suffer

from segregation during placing and also after placing but before stiffening. Segregation which

occurs after placing will be most detrimental in tall elements but even in thin slabs, it can lead to

surface defects such as cracking or a weak surface.

In the absence of relevant experience, the following general guidance on segregation resistance

classes is given:

Segregation resistance becomes an important parameter with higher slump-flow classes and/or

the lower viscosity class, or if placing conditions promote segregation. If none of these apply, it

is usually not necessary to specify a segregation resistance class.

SR1 is generally applicable for thin slabs and for vertical applications with a flow distance of less

than 5 metres and a confinement gap greater than 80 mm.

SR2 is preferred in vertical applications if the flow distance is more than 5 metres with a

confinement gap greater than 80 mm in order to take care of segregation during flow.

SR2 may also be used for tall vertical applications with a confinement gap of less than 80 mm if the

flow distance is less than 5 metres but if the flow is more than 5 metres a target SR value of less than

10% is recommended.

SR2 or a target value may be specified if the strength and quality of the top surface is particularly

6. Laying of RMC concrete

All Ready Mixed Designed Concrete shall be supplied from batching plant and laid as per site

requirement. However, if pumping is required for execution, the contractor shall arrange a concrete

pump of adequate capacity at no extra cost. No additional payment shall be made for pumping over

and above the quoted rates in the relevant items.

SECTION B.11 STEEL REINFORCEMENT

Supplying cutting, bending, binding and placing in position steel as per plan and design and as per

ISS 2502 including cost of steel and binding wire for reservoirs/structures only including lift up to

6-meter height or depth below G.L. for all diameters Do-deformed (TMT) bars confirming to relevant

IS Fe -500 grade for all diameters.

The Tor steel reinforcement to be used in the structures shall be tested according to the standard

specifications & relevant IS code. The diameters and the length of the bars shall be according to the

design and shall be free from any rust or color on it. The bars shall be cut to sizes, and tied using

binding wires after arranging as shown in the drawing. The reinforcement shall be got approved

from the Engineer in charge. Rates include cutting, binding & placing in position as per drawing. No

extra payment will give to contractor.

Note: TMT Steel reinforcement to be tested in compression (chemical and physical test) which shall

not be paid extra and has to be included in the tender by the contractor.

SECTION B.12 REFILLING

After the pipes are laid and jointed / Storm Water Drains are constructed, the trenches shall be

refilled keeping the joints on both the sides open, in layers of 15 cm., watering, compacting /

ramming and refilling the balance trench after successful testing of pipe. The top 23 cm. layer in

the trench shall be refille with metal, brickbats and the broken pieces of asphalt road surface and

compacting the same using rammer. The excess excavated material shall be carried and disposed

off properly by the contractor within VMC limits at the place shown by the department. In case

extra earth is required for refilling of the trench the contractor shall bring the earth at his own cost

and satisfactorily complete the refilling. No extra cost for transportation will provides.

SECTION B.13 WEEP HOLES

FOR WEEP HOLES Providing and supplying in standard length ISI mark rigid unplasticized PVC

pipes suitable for potable water with ring til joint including cost of rings, as per IS specification no.

4985/1988 including all local and central taxes, transportation, freight charges, octroi, inspection

charges, loading, unloading, conveyance to the departmental stores and including cost of jointing

material etc. complete. (110 mm DIA)

The contractor shall provide 110 mm dia PVC pipes (pressure capacity: 4 kg/sq.cm) for

weep holes and fix the same according to requirement during masonry work as per the instruction of

engineer-in- charge. All chases, holes and recesses for foundations bolts, various services and other

requirements must be formed as shown on the drawings or as directed by the Executive Engineer

during the execution of the work, without extra charge. The contractor shall fix all necessary inserts

in the concrete for support of hangers for pipes and cables, ceiling clamps for lights and fans or for

ducts, etc. If any of the inserts are to be supplied by other agencies, no extra payment will be made

to the Contractor for placing the inserts in positions.

SECTION B.14 DUCTILE IRON SPECIALS

Manufacture, Supply & Delivery of Ductile Iron Flange socket spigot bends, tees, reducers or any

other specials as per BS-EN-545/1995 Class-A series K12 suitable for use with D.I.Pipes

manufactured as per IS:8329/1994 delivery of specials is to be made to GWSSB store or site of

works any where in Gujarat including all taxes, leading, unloading, carting, stacking, insurance,

inspection charges, octroi etc. complete.

Scope of Contract

The contract shall include manufacturing supplying and delivering of Tested D.I. Specials as per

relevant I.S. Code. Ductile Iron flanged socket, spigot bends, tees, and reducers conforming to

relevant Indian standards.

Ductile Iron specials conforming to BSEN –545/1995 class-A series K-12 suitable for use with Ductile

Iron pipes manufactured as per I.S. 8329/1994 or its latest revision size of specials shall be 80 mm to

500 mm dia and above 500 mm dia as per requirement in Item.

Technical Specification

All Ductile Iron specials shall be well machined and suitable for the Ductile Iron pipes manufactured

as per the I.S. 8329/1994 or its latest revision.

Ductile Iron specials with stand the pressure to particular class of Ductile Iron pipes for which they are

SECTION B.15 EXCAVATION OF BITUMINOUS ROAD

Excavation in bituminous road as per required gradient and line including safety provisions using

site rails and stacking excavated stuff including up to all required lead cleaning the site etc.