CA04-1011-pg 204 to 284cidco.maharashtra.etenders.in/tnduploads/cidco/tnd... · specification...

CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No.205 C.A.NO.04/CIDCO/SE(KHR-I)/EE(KHR-II)/2010-11

PARTICULAR SPECIFICATIONS

1.0 GENERAL :

The particular specifications are to be read in conjunction with the

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

specification contained in “Standard Specifications” published by

Buildings and Communications Department of Maharashtra, relevant

Indian Standard Specifications. In case of conflicting provisions in

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

Specifications shall take precedence over any other documents.

2.0 EXCAVATION

2.1 All excavation under this contract shall be in ordinary soil which

includes, vegetable or organic soil, turf, sand, gravel, loam, clay

including marine clay, mud, peat, black cotton soil, shale, loose and

or compact murum, including back filling, watering, compacting etc.,

complete.

2.1.1 Excavation in hard murum, soft rock and hard rock shall be strata as

defined in Standard Specification of P.W.D. of Govt. of

Maharashtra.

2.1.2 Bottom surfaces and sides of all excavations shall be trimmed and

formed to required levels, slopes etc. In addition, bottom surface

shall be watered and rammed.

2.1.3 Any soft spot or sludge shall be dug out and the cavity filled with

approved dry filling well rammed and consolidated.


2.1.4 Excavation material required for filling shall be stacked or dumped

where indicated by the Engineer. Excavated material not required

for filling and any surplus material shall be removed and spread on

the site anywhere within the premises and as directed by the

Engineer or carted away from the site as directed by the Engineer.

Dumping of this surplus material shall be in an orderly manner and

according toe the levels/grades as indicated by the Engineer. The

cost of such removal and spreading shall be borne by the Contractor

and held to be included in the Contract Rates.

2.1.5 The Contractor shall, at the contract rates make provision for all

shoring, pumping, dredging, bailing out or draining water whether

subsoil or rain or other water and the excavation shall be kept free of

water while the masonry work or concrete work is in progress and

until the Engineer considers the work well set (Refer IS:3764 Safety

Code for Excavation Work). The sides of trenches shall be kept

vertical and the bottom horizontal and shall be run level throughout

our properly stepped as directed by the Engineer. The Contractor

shall erect and maintain during progress of works temporary fences

around dangerous excavations.

2.2 EXCAVATION IN CREEK AREA IN SLUSH

The item also includes cleaning the land width of all shrubs, weeds,

bushes, lose stone etc. The work will also have to be done in the

area subject to the tidal water. The work is to be executed as

directed by the Engineer. The slush (Marine clay) to be removed

upto top of hard strata such as weathered rock, soft rock, hard rock

etc. whichever is met earlier and rest the embankment on such hard

strata. The excavated stuff to be deposited as per direction of


14.4 ITEM TO INCLUDE :

1) Supply, conveyance and fixing of the spun concrete pipes including

collars, fixing in cement mortar 1:2 to the line, levels and slope.

2) All labour materials, use of equipment and tools for completing the

item satisfactorily.

14.5 MODE OF MEASUREMENT & PAYMENT :

The measurement shall be for the length of pipes provided and fixed

with collars from the outside of one face wall to the outside of the

other face wall, limiting the length to that specified in the plan, or

ordered by the Engineer.

The length shall be measured correct up to a centimetre. The rate shall

be inclusive of all the projecting lengths, if any, projections being

ignored in the measurements.

__________________ ________________________ Signature of Tenderer Additional Chief Engineer (II)

Date: Date:


Engineer as per site situation. For excavation in slush Contractor are

to use machinery like mechanical excavators or any other suitable

type of mechanical equipment and other machinery for transporting

excavated slush for speedy execution. For removing slush wherever

necessary, if rubble bunds are required, the same shall be provided as

per direction of the Engineer.

The work shall be carried out as per Clause 301 of MORT & H

Specifications.

2.3 EXCAVATION IN HARD ROCK

Anything that does not come out with shovels and pickaxes but

required blasting, chiseling or wedging for removal shall be treated

as rock. Boulders have 0.5 cu.m. will be treated as rock. Rubble

shall be stacked properly in heaps.

2.3.1 Contractor shall obtain license from District authorities for carrying

out blasting work as well as for obtaining, transporting and storing

explosives as per the “Explosives Rules 1940” or as amended. He

shall purchase the explosives, fuses, detonators etc. only from

licensed dealer. He shall maintain the account of explosive etc.

purchased and used by him. He shall be responsible for safe custody

or proper accounting of explosive materials. Engineer shall have

access to check stores of explosives and accounts thereof. All

precautions shall be taken and all rules complied with.

2.3.2 Where blasting is not practicable or prohibited, excavation shall be

done by wedging or chiseling and it shall be restricted to the quantity

required to the minimum. Of trenches exceed those shown in

drawings, the excess quantity shall not be paid for.


2.4 MODE OF MEASUREMENT

a) Measurement shall be as per drawing and dimensions of bed

concrete net without any allowance for increase in bulk. Extra

excavation for working space, on account of slips or falls shall

not be measured, and will include cost for inserting planking,

strutting etc. and filling with soil after removal of planking.

b) Where the ground is not uniform, levels shall be taken before

the start and after completion of the work and quantity of

excavation computed from these levels,

c) Where hard soil and rock are mixed, the excavated rock shall be

stacked separately. The rock shall be measured in stacks and

measured quantities reduced by 40% (to allow for voids), to

arrive at the excavated quantity of rock. From the total

excavation, the quantity of rock excavated shall be deducted to

arrive at the quantity of hard soil.

3.0 RATES FOR EXCAVATION SHALL INCLUDE THE

FOLLOWING PROVISIONS

a) Excavating either straight or curved or plain.

b) Bailing out all water (by pumping or other measures) which

may accumulate in excavations or sites or in trenches or in pits

from rains, springs, underground water, tidal water, broken

water mains, drains, well or any other sources.

c) Setting out works and all profiles, cross heads, boning rods,

staves as well as all tools and plant.

d) All materials and labour required for fencing in, protecting

against risk of accidents to open excavations etc. and for


providing gangways with hand rail across open trenches etc.

where necessary, during the progress of the works.

e) Watching the lighting where necessary and as directed by the

Engineer.

f) Forming ‘Tell Tales’ or ‘Dead Men’ in borrow pits and forming

steps in deep excavation for facility of recording measurements.

g) Planking and strutting of adequate strength designed by

contractor, as directed by Engineer.

h) Excavation for insertion of planking and strutting and filling

with soil after removal of planking and strutting.

i) Removal of slips or falls in excavation.

j) Carting away spoil or falls in excavations separating useful

spoil fit for re-use in filling.

k) Cleaning of irregular pockets and dewatering in excavation.

l) Carting of all unuseful excavated stuff and disposing of as

directed by Engineer.

m) Back filling the trenches including extra excavation done for

working space, safety etc. generally by excavated material (free

from black cotton soil, clay, boulders etc.) or by selected soil

brought from out side including labour, compaction, watering

etc. complete as directed by Engineer.

4.0 Providing earthwork in embankment with approved materials

obtained from road cutting / contractor’s own source including all

lifts and leads, laying in layers of 20 cm. to 30 cm. thickness,

breaking clods, dressing to the required lines, curves, grades and

section, watering and compacting to 97% Modified Proctor

Density complete.


4.1 GENERAL :

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

preparing the ground and thereafter forming embankment for the road

with approved materials obtained from road curing / contractor’s own

source, laying them in layers, watering and compacting to the required

density and lines, curves, grades, cross section and dimensions shown

on the plan or as directed by the Engineer with due allowance for

shrinkage.

4.2 CLEARING SITE :

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

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

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

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

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

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

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

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

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

4.3 SETTING OUT :

After the site is cleared, setting out shall be done. Profiles shall be set

up with stout poles to mark the centre and edges of the formation with

the top levels of formation clearly marked by paint or cut and the

slopes with string and pegs at every 80 metres on straight portion and

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

be marked with pick marks. Longitudinal and cross section levels

shall be taken recorded and checked for measurements and signed by

the contractor or his representative.


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

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

covered by the rate.

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

without any disturbance as long as they are required.

4.4 MATERIALS :

After utilising, for the embankment all the useful and acceptable

materials obtained from the contractor’s own source within the

specified leads the contractor shall obtained additional materials from

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

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

acceptable. Soils having laboratory dry density of less than 1.75

gm./cc. shall not be used in embankment. Only the materials

considered suitable by the Engineer shall be used for the bank.

Rejected materials shall not be put into the bank nor brought to the

work site. Perishable materials such as stumps, pieces of wood, roots,

rubbish, etc. and such other materials as will effect the stability of the

embankment shall not be used. Soils with humus of grass will be

permitted to be used as surface covering for the bank slopes to a

thickness of not more than 30 cm. (about 12”).

4.5 EQUIPMENT :

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

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

be used for mechanized work. Three wheel 8 – 10 tonne vibratory

roller giving a pressure required to obtain the specified density may be


used for compaction. Mechanically driven tankers may be used for

watering.

4.6 CONSTRUCTION METHOD :

4.6.1 Diversion :

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

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

Specifications of Red Book.

4.6.2 Preparing the ground for laying bank :

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

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

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

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

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

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

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

necessary. The top 15 cm. (about 6”) of soil shall be scarified and

watered if directed and compacted to the same density as specified for

the embankment before any material is laid for the bank-work.

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

hard surface which is within 15 cm. (about 6”) of the finished

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

minimum depth of 15 cm. (about 6”).

The rate for embankment includes all the operations for preparing the

bed for laying the bank.


4.6.3 Laying the bank :

Embankment material shall be placed in successive horizontal layers

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

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

particular layer and 30 cm. (about 12”) more on both sides to allow

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

edges shall be trimmed later after completion of the bank work

without extra cost leaving the correct section fully compacted.

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

dumping loose earth on the slopes shall not be permitted as the

additional width and slopes will remain loose and uncompacted.

Similar procedure to extend the embankment by dumping the material

longitudinally shall also not be allowed. When placing the bankwork

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

steep to operate the construction equipment, the embankment may be

constructed in one layer to the minimum level at which equipment can

be operated and above such a level, the embankment shall be made up

in layers of specified thickness. When boulders, broken stones and

similar hard materials are mixed up with the embankment materials

care shall be taken to see that they are distributed uniformly into the

bank and that no hollows are left near them. No stone or hard material

shall project above the top of any layer. Each layer of embankment

shall be watered, levelled and compacted as specified hereinafter,

before the succeeding layer is placed. The surface of the embankment

shall, at all times during construction, be maintained at such a cross

fall as will shed water and prevent ponding. If bridges and culverts on

the road are not completed in advance of bankword, a length of 15 m.

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


structure and these lengths shall be dealt with later for placing the

bank-work.

4.6.4 Watering :

If the bank material contains less than the optimum moisture water

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

loose layers of the embankment to bring the moisture uniformly upto

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

in the bank before compaction adequate water in excess shall be added

to allow for the loss. If the material contains more than the required

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

required extent. If due to wet weather etc., the moisture content of the

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

work shall be suspended till suitable conditions prevail without

contractor's claiming any compensation.

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

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

contractor shall make his own arrangement for getting adequate

quantity of acceptable water.

4.6.5 Compaction :

When a loose layer is levelled manually or mechanically and

moistured or dried to a uniform moisture content suitable for

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

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

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

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

Density the contractor shall do additional compaction necessary to get


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

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

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

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

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

cost to give the specified density.

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

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

is otherwise acceptable for embankment construction the Engineer

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

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

the next layer is laid.

Proper sequence of all component operation shall be maintained to

give individual progress.

To allow for subsequent settlement, the finished level of the

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

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

for.

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

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

taken for getting good compaction behind abutments returns and

wings walls, etc.

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

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


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

15 cm. (about 4” to 6”) height and each layer shall be moistened and

thoroughly compacted with mechanical or manual tampers.

Embankment shall be brought up simultaneously in equal layers on

each side and compacted carefully to avoid unequal pressure etc.

4.7 PROTECTION :

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

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

to any structural element. Embankment over and around bridges or

culverts shall be of approved materials and carefully placed and

compacted. The contractor shall take all precautions necessary for the

protection of the bank-work by diversion of streams, local surface

drainage, rain water etc. likely to damage the bank. Any damage to

the bank-work due to no protection or inadequate protection shall be

made good by the contractor at his own cost. Conveyance of materials

shall not cause obstruction or nuisance to the nearby property owners

and traffic.

4.8 FINISHING :

The embankment shall be finished and dressed smooth and even in

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

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

section shall be provided with super elevation and increased widths as

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

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

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

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

were responsible.


4.9 MAINTENANCE :

The contractor shall be responsible for maintaining the bank-work

satisfactorily at his own cost till finally accepted including making

good any damages.

4.10 TESTS :

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

material to be used by the Proctor method before starting the

work.

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

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

3,000 sq.m. area of each layer of bankwork shall be taken and

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

Modified Proctor Density. A deviation of 80 kg./cu.m. for fine

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

dry density in individual sample if the average density reaches

upto 97% Modified Proctor Density for each set.


1) Clearing site.

2) Setting out alignment including necessary labour and materials

and maintaining it as long as required.

3) Preparing the ground for laying the embankment.

4) Providing and maintaining diversions if necessary unless

provided as a separate item in the tender.


5) Obtaining the embankment materials including all lifts and leads

and laying the bank in layers, watering, compaction and tests and

Royalties, fees, Quarry Permit etc. if any.

6) Protecting and maintaining the bank.

7) Finishing the embankment.

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

necessary for completing the work satisfactorily.

4.12 MODE OF MEASUREMENT AND PAYMENT :

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

Measurements shall normally be taken by levelling sections and

chaining distances between them.

The measurements of the sections shall be limited to the dimensions

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

The dimensions shall be recorded correct upto two places of decimals

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

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

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

method.

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

the purpose of payment when the measurements are taken for monthly

payments and by 1 percent in final payment.

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

where materials from cutting were to be used the outside material shall


be deemed to have been obtained from the cutting as specified in those

item and paid for under those items only.

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

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

for using materials from cutting.

The gross quantity of earthwork embankment payable under this Item

shall be deducted from the total payable quantity of excavation.

5.0 Providing and laying dry trap rubble stone soling of specified

thickness including hand packing with 80mm metal and rubble

chips, filling up the voids with stone grit to the required line,

curve, grade and section, watering and hand packing etc.

complete.

5.1 GENERAL :

After the structural foundation, plinth construction and filling are

completed, rubble soling of specified thickness shall be laid over the

consolidated plinth filling, hand packed and compacted.

5.2 MATERIALS :

The stones to be used shall be broken rubble with fairly regular

shape and free from weathered, soft and decayed portion. The rubble

shall be of sound stones of the type mentioned in the item and

selected for their larger size. Stones shall be of the fully height of

the soling and the length and width shall not generally exceed 2

times the height. The stones to be used for wedging in the joints

between larger stones, shall be clips of the largest size possible to fit


in the interstice. All sound and suitable obtained from the

foundation excavation and approved by the Engineer shall be

necessarily made use of first unless otherwise directed.

5.3 CONSTRUCTION :

The bed on which rubble filling is to be laid shall be cleared of all

loose materials, leveled watered and compacted and got approved by

the Engineer before laying rubble soling.

Rubble soling shall be laid to the specified thickness closely packed

by hand and firmly set with their broadest face downwards. The

interstice between adjacent stones shall be wedged in with stones of

the proper size and shape and well driven with wooden mallets to

ensure a tightly packed layer. Such wedging shall closely follow the

placing of the larger stones. After hand packing and wedging,

compaction of the soling shall be done thoroughly with log rammers.

Adequate care shall be taken by the contractor while laying and

compacting the rubble soling to see that the masonry or any part of

the structure is not damaged. Rubble soling shall be started only

after the masonry is fully cured.


i) Supplying broken rubble of approved quality and size at site.

ii) All labour, material tools and equipment for handling, laying,

hand packing and compacting the rubble.

iii) Any other incidental charges to complete the work as per

sanctioned plan.



Rubble soling shall be measured in cubic meters limiting the

dimensions to those shown on the drawings or as directed by the

Engineer. The dimensions shall be measured correct to two places of

decimal of a meter and quantities worked out correct to places of

decimals of a cubic meter. No deduction shall be made for voids.

The contract rate shall be for an unit of one cubic meter.

If suitable rubble is available from excavated material it shall be

issued to the Contractor at the rate mentioned in Schedule “A” and if

there is no such provision the rate to be charged shall be that

occurring in the Divisional Schedule or at a mutually agreed rate if

there is no such rate in the Divisional Schedule. Such rubble shall be

used first and only additional rubble required shall be brought from

outside, unless otherwise directed.

6.0 Providing dry trap rubble stone pitching 23 cm. thick with

header stones of M-20 grade concrete / trap stone of size as per detailed drawing projecting out 300 mm over the exposed surface placed at 1.0 m. centre to centre as directed etc. complete.

6.1 GENERAL : The item provides for dry rubble stone pitching 23 cm (about 9”)

thick for the bank work. 6.2 MATERIALS :

The rubble stones for pitching shall be sound, hard and durable and

fairly regular in shape. The depth of the stone shall be about equal to


the specified thickness of pitching of stone shall generally be not less

than 9.9 liters (about 1/3 cu.ft.) or other size ordered by the engineer

having regard to the nature of the stones being quarried. The smaller

size stone required extent and they shall not be used in two or more

thickness as a substitute for the stones of full thickness.

6.3 PREPARATION OF THE BASE :

The slopes of the bank shall be made up with murum and trimmed to

the required slope and properly compacted under this item. Profiles

shall be put up with pegs and strings at required intervals for the

pitching to ensure that is done true true to line, curves, levels,

thickness and slopes.

6.4 CONSTRUCTION :

A masonry toe wall or line of plain headers when necessary shall be

provided at the toe to support the pitching. The lowest course of

pitching shall be started from the toe wall or the line of pin headers

at the toe of the slopes and the pitching laid course by course up the

slope.

The stones for the pitching shall be used after merely knocking out

weak corners and edges with a mason’s hammer. The stones shall be

laid closely in position on the prepared bed and firmly set with the

even face on top. The pitching shall be laid to lines, levels, curves

and slopes as indicated in plans or as ordered by the Engineer. Each

stone shall cover the full depth of pitching and shall be perpendicular

to the sloping bed. The stone shall be laid breaking joints as far as

possible. Additional murum bedding if required for getting proper


slope, shall be carried out simultaneously with each course pitching,

watered, if necessary and rammed.

The interstices in the joints between adjacent stones shall be filled in

with spalls of the proper size and wedged in with hammers to ensure

packing.

Such filling shall be carried out immediately after packing larger

stones and before the next upper layer is taken in hand.


i) Preparing the base and putting up profiles.

ii) Laying dry rubble pitching of the specified thickness to line,

curves, slopes and levels including preparing base, making up

trimming and compacting the bed and hand packing.

iii) All labor, materials and use of tools and plant necessary for the

satisfactory completion of the item.

iv) Repairing disturbed pitching, if any within three months of

completion.


The contract rate shall be for one sq. mt. of finished pitching. The

dimension shall be measured correct upto a cm. and the area worked

out correct upto the second place of decimal of a sq. metre.

7.0 Providing flush grooved pointing with cement mortar 1:3 to trap

stone pitching including scaffolding and curing etc. complete.


7.1 GENERAL :

The item shall comply with Specification No. Bd.L-15 of Red Book in

all respects. The following specifications shall also be applicable.

When the type of pointing is not mentioned in the item, groove

pointing shall be done as in Bd.L-15 of Red Book.

7.2 POINTING :

At the center of the joints a ‘V’ shaped groove shall be made with its

width and depth equal to half the thickness of the joint.

7.3 RAKING OUT JOINTS :

Where the joints have not been raked out when the mortar is green the

joints shall be chipped to the required depth (without damaging the

brick work or stone masonry) thoroughly cleaned of all loose particles

and washed before pointing is done. The raked joints shall be kept

damp when cement mortar is being applied to them.

7.4 COLOUR :

If colour is ordered by the Engineer to be added to the mortar to match

the colour of stones, approved pigment of the required colour shall be

added to the cement in the mortar. The cost of colour pigments shall

be borne by the agency / contractor.


Cement pointing shall include erecting and removal of scaffolding, all

labour, materials and equipment incidental to complete the pointing,

dewatering if necessary till the mortar is set unless separately provided

for, raking out joints, cleaning, wetting, filling with mortar, trowelling,


pointing and watering. The rate shall include any colouring pigment

used.

7.6 MODE OF MEASUREMENT :

The contract rate shall be measured as per square metre and as per

Bd.L.15 of Red Book except that plastering is replaced by pointing.

8.0 Disposal of excavated material upto 1.5 km. lead and all lifts

including loading, unloading, transporting by mechanical or

other means, stacking, spreading, leveling as directed by

Engineer etc. complete beyond initial lead of 50 m.

8.1 SCOPE OF WORK AND ITEM TO INCLUDE :

All labour, material and equipment required for loading, conveyance,

unloading, stacking or spreading the material for satisfactory

completion of the item and the incidental charges, royalties,

compensation or damages required to be paid.


The distance of conveyance shall be measured from the centre of

gravity of the bulk of excavation to the centre of gravity of the

finished stacks or spreading or disposal. This distance shall be the

shortest practicable route between the above mentioned two centres

of gravity as decided by the Engineer although the actual route taken

by the Contractor to lead out the materials may be longer. The

shortest practicable route which can be used by the Contractor or

which the department could have used itself, whichever is shorter.

The extra lead is obtained by deducting the initial free lead of 50

meters from the above. The lead shall be measured in units of 100


m. In the former case 25 m. or above shall be taken as one unit and

less than 25 m. shall be ignored. In the latter case 50 m. or above

shall be taken as one unit and less than 50 m. shall be ignored. All

lifts are included in the rate.

The contract rate shall be for one cubic metre of materials conveyed

to the placed disposal.

9.0 SPECIFICATIONS FOR READY MIX CONCRETE

9.1 Batching of Concrete ingredients :

For all structural concreting, only Ready Mixed Concrete (RMC)

manufactured at site, weigh batching plant or obtained from

approved R.M.C. supplying agencies is mandatory. The R.M.C.

supplying agency will supply mix design details in advance before

start of delivery.

9.2 Transporting, placing, compacting, finishing and curing :

Transporting, placing, compacting, finishing and curing of concrete

shall be in accordance with IS:456-2000.

9.2.1 Transporting :

For all RMC concreting, the concrete after discharge from batching

plant will be loaded in transit mixers and kept continuously agitated

while mix is in transit. At destination the mix will be unloaded in to

the hoppers of concrete pump. For site made concrete suitable

prescribed methods shall be adopted.

9.2.2 Placing :

The concrete produced in RMC plant/batching plant, when

discharged from transit mixer in pump hopper shall be kept


continuously agitated and pumped to destination placing point. Site

made concrete shall be placed by approved method of placing. The

height of any single lift of concrete shall not exceed 1.5 m for walls

and 2.0 m for columns. For columns where the height of pour is

more than 2.0 m, suitable arrangement in formwork should be made

so that the vertical drop of concrete is restricted to less than 2.0 m.

Any such arrangement should be approved from the Engineer in

advance before execution.

High velocity discharge of concrete causing segregation of mix shall

be avoided. The concrete shall be placed in the forms gently and not

dropped from the height exceeding 1.5 m except in columns where

the maximum allowed will be 2.0 m. Each batch of concrete will be

placed in layer. Each layer of concrete shall be compacted fully

before the succeeding layer is placed and separate batches shall be

placed and fully compacted before the layer immediately below has

taken initial set. The layers should be sufficiently shallow, to permit

stitching of two layers together by vibration.

Concreting of any portion or section of the work shall be carried out

in one continuous operation and no interruption of concreting work

will be allowed without approval of the Engineer.

Plain concrete in foundations shall be placed, in direct contact, with

the bottom of excavation, the concrete being deposited in such a

manner, as not to get mixed with the earth. The concrete placed

below the ground level shall be protected from falling earth during

and after placing. Concrete placed in ground containing deleterious

substances, shall be kept free from contact, with such ground and


with water draining there from during placing and for a period of 7

days or otherwise instructed there after. Approved means shall be

taken to protect immature concrete from damage by debris, excessive

loading, abrasion, vibrations, deleterious ground water, mixing with

earth and other materials and other influences, that may impair

strength and durability of concrete.

Before starting of work contractor will get the concrete pouring

programme and its sequence approved by Engineer to avoid cold

joints.

9.2.3 Compaction :

External, Internal (needle) and surface (screed board) vibrators of

approved make shall be used for compaction of concrete

a) External/internal vibrators shall be used for compaction of

concrete in foundations, columns etc. For sections such as slabs,

the concrete shall be compacted by external, internal and surface

type vibrators, depending on the thickness of layer to be

compacted. 25mm, 40mm and 60mm dia internal vibrators may

be used. The concrete shall be compacted by use of appropriate

diameter vibrator by holding the vibrator in position until :

i) Air bubbles cease to come to surface

ii) Resumption of steady frequency of vibrator after short

period of dropping the frequency, when the vibrator is first

inserted.

iii) The tone of the vibrator becomes uniform


iv) Flattened, glistening surface, with coarse aggregates

particles blended into it, appears on the surface.

After the compaction is completed, the vibrator should be

withdrawn slowly from concrete so that concrete can flow in

to the space previously occupied by the vibrator. To avoid

segregation during vibration, the vibrator shall not be

dragged through the concrete nor used to spread the

concrete. The vibrator shall be made to penetrate into layer

of fresh concrete below if any, for a depth about 150mm.

The vibrator shall be made to operate at regular pattern of

spacing. The effective radii of action will overlap,

approximately half a radius to ensure complete compaction.

v) To secure even and dense surfaces free from aggregate

pockets, vibration shall be supplemented by tamping or

rodding by hand in the corners of forms and along the form

surfaces while the concrete is plastic.

vi) A sufficient number of spare vibrators shall be kept readily

accessible to the place of deposition of concrete to assure

adequate vibration in case of breakdown of those in use.

25mm diameter immersion vibrators shall be used in thin

sections upto 125mm, 40mm diameter immersion vibrators

in fairly wide sections like beams, slabs, columns etc. and

60mm diameter vibrators in foundations, pilecaps or such

large section members. Screed vibrators shall also be used

for slab concreting.

vii) Plain concrete also shall be vibrated whenever and wherever

directed by EIC to achieve full compaction, using needle

and screed vibrators as necessary.


9.2.4 Curing :

Curing shall be started at the earliest by spreading wet jute cloth

(hessian) and cover top with impervious sheet and subsequently

cured with spraying water. In inaccessible area to start with, curing

be started by spraying curing compound before starting membrane

curing.

9.3 Placing temperatures :

During extreme hot weather, the concreting shall be done as per

procedures set out in IS:7861, Parts I & II.

Fine and coarse aggregates for concreting shall be kept shaded and

the concrete aggregates sprinkled with water for a sufficient time

before concreting, in order to ensure that the temperature of these

ingredients is as low as possible prior to batching. The mixer and

batching equipment shall be also shaded and if necessary painted

white in order to keep their temperatures as low as possible. The

placing temperature of concrete shall be as low as possible in warm

weather and care shall be taken to protect freshly placed concrete

form overheating by sunlight in the first few hours of its laying. The

time of day selected for concreting shall also be chosen so as to

minimize placing temperatures. In case of concreting in

exceptionally hot weather the Engineer may in his discretion specify

the use of ice either flaked and used directly in the mix, or blocks,

used for chilling the mixing water. In either case no extra payment

shall be made to the contractor on this account.

9.4 Construction joints :

Construction joints in all concrete work shall be made as directed by

the Engineer. Where vertical joints are required, these shall be


shuttered as directed and not allowed to take the natural slope of the

concrete.

Before fresh concrete is placed against a vertical joint, the old

concrete shall be chipped/sand blasted, cleaned and moistened 25

hours before placing the concrete. All standing water should be

removed and dried with compressed air. Neat cement slurry shall be

applied on the chipped/sand blasted surface and mortar of the same

water cement ratio as the concrete and 10mm thick applied. Where

required suitable expansion joints shall also be provided as directed

by the Engineer.

The time of day selected for concreting shall also be chosen so as to

minimize placing temperatures. In case of concreting in

exceptionally hot weather the Engineer may in his discretion specify

the use of ice either flaked and used directly in the mix or blocks

used for chilling the mixing water. In either case the cost of ice

either flaked and used directly in the mix or blocks used for chilling

the mixing water. In either case the cost of ice and additional labor

involved in weighing and mixing etc. shall be borne by the

contractor and nothing will be paid on this account.

9.5 Defective Concrete:

Should any concrete be found honeycombed or in any way defective,

such concrete shall on the instruction of the Engineer be cut out by

the Contractor and made good at his own expenses.

9.6 Exposed Faces, Holes and Fixtures :

On no account shall concrete surfaces be patched or covered up or

damaged concrete rectified or replaced until the Engineer or his


representative has inspected the works and issued written

instructions for rectification. Failure to observe this procedure will

render that portion of the works liable to rejection; in which case it

will be treated as a work which has failed to meet specified strength

requirements.

Holes for foundation or other bolts or for any other purposes shall be

moulded, and steel angles, holdfasts or other fixtures shall be

embedded, according to the drawing or as instructed by the Engineer.

9.7 Cracks :

9.7.1 If cracks develop in concrete construction which in the opinion of the

Engineer may be detrimental to the strength of the construction, the

contractor at his own expense shall test the slab or other construction

as specified in Special Conditions. If under such test loads the

cracks develop further, the Contractor shall dismantle the

construction, carry away the debris, replace the construction and

carry out all consequential work thereto, without any extra payment.

9.7.2 If any cracks develop in the concrete construction, which in the

opinion of the Engineer, are not detrimental to the strength of the

construction, the contractor at his own expense shall grout the cracks

with polymer cement grout of approved quality at his own expense

and risk and shall make good to the satisfaction of the Engineer the

surface finish which in the opinion of the Engineer has suffered

damage either in appearance or stability owing to such cracks. The

Engineer’s decision as to the extent of the liability of the Contractor

in the above matter shall be final and binding.


9.8 Finishes :

Unless otherwise instructed the face of exposed concrete placed

against formwork shall be rubbed down immediately on removal of

the formwork to remove irregularities. The face of concrete for

which for which formwork is not provided other than slabs shall be

smoothed with a float to give a finish equal to that of the rubbed

down face, where formwork is provided. The top face of a slab

which is not intended to be covered with other materials shall be

leveled and floated to a smooth finish at the levels or falls shown on

the drawings or as directed. The floating shall be done so as not to

bring as excess of mortar to the surface of the concrete. The top face

of a slab intended to be surfaced with other materials shall be left

with a spaded finish. Face of concrete intended to be plastered shall

be roughened by approved means to form a key.

When at site, concrete cube testing machine is used, 10% of the

cubes should be tested at independent recognized laboratories

approved by Engineer at their cost.

9.9 Scope of work & item to include :

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

works as mentioned in item description under Schedule-‘A’

procured from reputed manufacturer shall be got approved by

Engineer. The material shall be conforming to B-7 refer page

No.38 for controlled cement concrete. (Standard Specifications

of PWD, Vol-I)

The material requirement shall be completed according to

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

controlled cement concrete.


2. The item include manufacturer with ingredients, control

temperature, transportation, pumping, placing, vibration and

curing of Ready Mix Concrete and all taxes, excise duty, sales

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

authority and cost of ready mix concrete and any penalty,

additional charges for controlling temperature upto casting or

any other charges levied by the manufacturer.

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

contractor/RMC manufacturer to achieve strength specified in

item and shall be got approved by Engineer. The proportioning

of ingredients, use of ingredients and mix designs parameters

for various slumps shall be got approved by Engineer prior to

mix design.

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

approved by the Engineer.

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

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

as possible by methods which will prevent segregation and loss

of ingredients.

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

and finished within prescribed time after addition of admixture

dosage and mixing the water and before initial setting

commences. The method of placing shall be such as to avoid

segregation. Placing shall be done in a balanced manner to

avoid eccentric loads on the form work.

As far as possible the concreting shall be done continuously and

construction joints avoided.

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

removed by bailing out or using pumps and other devices.


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

rods so that a dense concrete is obtained.

9. The concrete shall be adequately cured.

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

depressions, cavities, honey combing broken edges or corners

height spots defects shall be made good and finished with

cement mortar 1:2. But necessity of such finishing must be

exceptional and the total not exceed 1% on an average.

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

re-mixed but shall be disposed off as desirable.

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

version).

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

installing and removal of scaffolding, flase work and forms and

branching necessary for the satisfactory completion of item,

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

property.

15. Establishment of site laboratory.

9.10.1 Sampling And Strength Of Designed Concrete Mix :

9.10.1.1 General :

Samples from fresh concrete shall be taken as per IS : 1199 and

cubes shall be made, cured and tested at 28 days in accordance with

IS : 516.

In order to get a relatively quicker idea of the quality of concrete,

optional tests on beams for modules of rupture at 72 + 2 hours or at 7

days, or compressive strength tests at 7 days may be carried out in

addition to 28 days compressive strength tests. For this purpose, the


values should be arrived at based on actual testing. In all cases, the

28 days compressive strength specified in Table-2 shall alone be the

criteria for acceptance or rejection of the concrete.

9.10.1.2 Frequency of Sampling :

Sampling procedure :

A random sampling procedure shall be adopted to ensure that each

concrete batch shall have a reasonable chance of being tests, i.e. the

sampling should be spread over the entire period of concreting and

cover all mixing units.

9.10.1.3 Frequency :

The minimum frequency of sampling of concrete of each grade shall

be in accordance with the following :

Quality of concrete in the work M3 Number of samples

Up to 5 1

Above 5 & up to 15 2



Above 50, four plus one additional samples for each additional 50

m3 or part thereof.

9.10.1.4 Test Specimen :

Three test specimen shall be made from each sample for testing at 28

days. Additional cubes may be required for various tests such as to

determine the strength of concrete at 7 days or at the time of striking

the form work, or to determine the duration of curing, or to check the


testing error. Additional cubes may also be required for testing

cubes cured by accelerated methods as described in IS : 516.

9.10.1.5 Test results of sample :

As per IS 456 - 2000, clause No.15.4 on Page No. 29.

Number of test result :

The total number of test results required to constitute an acceptance

record for calculation of standard deviation shall not be less than 30.

Attempts should be made to obtain the 30 test results, as early as

possible, when a mix is used for first time.

Standard deviation to be brought up to date. The calculation of the

standard deviation shall be brought up to date after every change of

mix design and at least once a month.

9.10.1.6 Determination of Standard deviation :

Concrete of each grade shall be analyzed separately to determine its

standard deviation.

The standard deviation of concrete of a given grade shall be

calculated using the following formula from the results of individual

tests of concrete of that grade obtained as specified in table.

Estimated Standard deviation = S = 2

n – 1

Where :

= deviation of the individual test strength from the average

strength of ‘n’ samples and

n = Number of samples test results.


When significant changes are made in the production of concrete

batches (for examples changes in the materials used, mix design,

equipment or technical control), the standard deviation value shall be

separately calculated for such batches of concrete.

9.10.1.7 Assumed Standard Deviation :

Where sufficient test results for a particular grade of concrete are not

available the value of standard deviation given in table – 8 of IS :

456 of 2000 may be assumed.

9.10.1.8 Acceptance Criteria :

The concrete shall be accepted if it passes all strength requirements

and acceptance criteria as stipulated in IS 456-2000.

If the concrete is deemed not to comply pursuant to the structural

adequacy of the parts affected shall be investigated and any

consequential action as needed shall be taken.

Concrete of each grade shall be assessed separately.

Concrete shall be assessed daily for compliance.

Concrete is liable to be rejected if it is porous or honey combed, its

placing has been interrupted without providing a proper construction

joint, the reinforcement has been displaced beyond the tolerances

specified, or construction tolerances have not been met. However,

the hardened concrete may be accepted after carrying out suitable

remedial measurement to the satisfaction of the Engineer.


9.10.2 Failure To Meet Specified Requirements :

If from the cube test results it appears that some portion of the works

has not attained the required strength, the Engineer may order that

portion of the structure be subjected to further testing of any kind

whatsoever as desired by the Engineer including, if so desired by

him, full load testing of the suspected as well as adjacent portions of

the structure as specified in the conditions of contract. Such testing

shall be at the contractor’s cost. The Engineer may also reject the

work and order its demolition and reconstruction at the contractor’s

cost. If the strength of concrete in any portion of the structure is

lower than the required strength, but is considered nevertheless

adequate by the Engineer so that demolition is not necessary, the

contractor shall be paid a lower rate for such lower strength concrete

as determined by the Engineer.

9.10.3 Testing Of Concrete :

The contractor shall erect at site a suitable laboratory at his cost for

routine testing of materials, testing of materials, testing of concrete

cubes etc. the samples of materials used in the work, tested materials

as well as record of tests shall be kept on site for display. The cost of

carrying out the tests in his laboratory as well as outside laboratories

as approved by the Engineer shall be borne by the Contractor.

As frequently as the Engineer may require, testing shall be carried

out in the field for;

i) Moisture content of sand.

ii) Moisture content of aggregates.

iii) Silt content of sand.


iv) Grading of sand.

v) Slump test of concrete.

vi) Grading of aggregates.

vii) Concrete cube test.

The contractor shall provide and maintain at all times, until the

works are completed, equipment and staff required for carrying out

these tests. The contractor shall grant the Engineer or his

representative full access to his laboratory at all times and shall

produce on demand complete records of all tests carried out on site.

Before concreting commences on any section of the works the

contractor shall obtain approval of the Engineer or his representative

as regards the form and reinforcement conforming with the

drawings. He shall also indicate to the Engineer in writing and

obtain his approval for positions of construction joints. The

Engineer or his representative’s approval shall not relieve the

contractor of any of his obligations to comply with the provisions of

this specifications or contract.

9.10.4 Admixtures :

Approved admixtures and air entraining agents may be permitted by

the Engineer at his discretion provided that the strength requirements

and durability are not affected by their use.

9.10.5 Slump Test :

Only sufficient amount of water shall be added to the cement and

aggregates during mixing to produce concrete having sufficient

workability to enable it to be well consolidated to fill up the corners


of shuttering and to work around the reinforcement and to give

specified surface finish and to have the specified strength.

The slump of concrete shall be determined from time to time by

carrying out slump tests. For vibrated concrete slump shall range

from 2.5 cm To 5.0 cm.

In case the slump of concrete shall be as per the requirements of mix

design, it shall be maintained through out the concrete for a

particular member.

Slump test apparatus and labour etc. shall be provided by the

contractor free of cost.

9.11 Measurement :

Concrete and reinforcement shall be paid separately unless otherwise

specified.

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

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

limiting dimensions to those specified on the drawings or as ordered

by the Engineer.

The volume of concrete measured shall include that occupied by

1) Reinforcement and other metal sections.

2) Cast in components each less than 0.01 M3 in volume.

3) Rivetts, fillets or internal splays each less than 0.005 M2 in

cross sectional area.

4) Pockets and holes not exceeding 0.01 M3 in volume.


5) Rates for precast concrete shall include demoulding, handling,

storing, transporting and erecting at site, including all clamping,

bolting, bracing that may be required during erection, including

erection equipment.

9.11.1 In order to exercise the required degree of constant control over the

concrete materials and their proportions, the contractor shall set up

and maintain at his own expense a testing laboratory at site. He shall

provide all apparatus required for sensitive testing of concrete and

concrete materials. In particular he must have the following

equipment set up in the site laboratory.

i) A set of Standard Sieves.

ii) Sieve shaker

iii) Measuring Cylinders

iv) Slump cones

v) Adequate number of Standard moulds

vi) Weighing balance

vii) Curing tank for cubes

viii) Concrete cube testing machine 200 T. Capacity must be

electricity operated.

Any other apparatus deemed necessary by the Engineer for proper

control shall be provided by the Contractor at his own expense. The

laboratory shall be staffed by qualified technicians.

When at site, concrete cube testing machine is used 10% of the cubes

should be tested in CIDCO laboratory or approved by Engineer at

contractor’s cost.


9.12 Ready-Mixed Concrete and Pumping Concrete

9.12.1 Ready-mixed concrete may be manufactured in a central automatic

weight Batching plant and transported to the job in agitating transit

mixer.

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

of the smallest inside diameter of the hose or pipes used for

pumping. Provision shall be made for elimination of over-sized

particles by screening or by careful selection of aggregates. To

obtain proper gradation it may be necessary to combine and blend

certain fractional sizes to aggregates. Uniformity of gradation

throughout the entire job shall be maintained.

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

be pumped, compacted and finished without difficulty.

9.12.2 Fine aggregates :

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

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

0.15mm screen so as to obtain a pumpable concrete. Sands that are

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

finer sands to produce these desired percentages. With this

gradation, sands having a fineness modulus between 2.4 and 2.8 are

generally satisfactory. However, for uniformity, the fineness

modulus of the sand should not vary more than 0.2 from the average

value used in proportioning.


9.12.3 Water, Admixtures and slump :

The amount of water required for proper concrete consistency shall

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

unloading and ambient temperature conditions.

Additions of water to compensate for slump loss should not be

resorted to nor should the design maximum water-cement ratio be

exceeded. Additional dose of retarder/plasticizer/superplasticizer

shall be used with prior approval of Engineer to compensate the loss

of setting time and slump at contractor’s cost. Retempering water

shall not be allowed to be added to mixed batches to obtain desired

slump.

9.12.4 Transportation :

The method of transportation used should efficiently deliver the

concrete to the point of placement without significantly altering its

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

homogeneity.

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

transporting the concrete. The number of revolutions at mixing

speed, during transportation, and prior to discharge shall be specified

and agreed upon. Reliable counters shall be used on revolving-drum

truck units. Standard mixer uniformity tests, conforming to ASTM

standards C 94-69 “Standard Specifications for Ready Mix

Concrete”, shall be carried out if desired by Engineer to determine

whether mixing is being accomplished satisfactorily.


9.12.5 Pumping of concrete :

Only approved pumping equipment, in good working condition, shall

be used for pumping of concrete. Concrete shall be pumped through

a combination of rigid pipe and heavy-duty flexible hose of approved

size and make. The couplings used to connect both rigid and flexible

pipe sections shall be adequate in strength to withstand handling

loads during erection of pipe system, misalignment, and poor support

along the lines. They should be nominally rated for at least 3.5 Mpa

pressure and greater for rising runs over 30 m. Couplings should be

designed to allow replacement of any section without moving other

pipe sections, and should provide full cross section with no

construction or crevices to disrupt and smooth flow of concrete.

All necessary accessories such as curved sections of rigid pipe,

swivel joins and rotary distributors, pin and gate valves to prevent

backflow in the pipe line, switch valves to direct the flow into

another pipe line, connection devices to fill forms from the bottom

up, extra strong couplings for vertical runs, transitions for connecting

different sizes of pipe, air vent for downhill pumping, clean-out

equipment etc. shall be provided as and where required. Suitable

power controlled booms or specialized crane shall be used for

supporting the pipe line.

9.12.6 Field control :

Sampling at both truck discharge and point of final placement shall

be employed to determine if any changes in the slump and other

significant mix characteristics occur. However, for determining

strength of concrete, cubes shall be taken from the placement end of


line. The RMC supplier should nominate a technically qualified

representative at site for sampling, testing and placing of concrete.

9.13 Planning :

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

placing sequence and the entire pumping operation shall be made.

The concrete production, transportation and placing shall be planned

in such a manner that duration between addition of water during

mixing and placing of concrete in desired location is well within time

limits prescribed by the RMC manufacturer, however, this is

subjected to fulfillment of slump and other properties of concrete as

specified in tender. On failure to adherer to the time schedule by the

supplier the Engineer may reject the concrete.

The pump wherever used should be as near the placing area as

practicable, and the entire surrounding area shall have adequate

bearing strength to support concrete delivery pipes. Lines from

pump to the placing area should be laid out with a minimum of

bends. For large placing areas alternate lines should be installed for

rapid connection when required. Standby power and pumping

equipment should be provided to replace initial equipment, should

breakdown occur.

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

at an appropriate delivery rate.

As a final check, the pump should be started and operated without

concrete to be certain that all moving parts are operating properly. A


grout mortar should be pumped in to the lines to provide lubrication

for the concrete, but this mortar shall not be used in the placement.

When the form is nearly full and there is enough concrete in the line

to complete the placement, the pump shall be stopped and a go-devil

inserted and shall be forced through the line by water under pressure

to clean it out. The go-devil should be stopped at a safe distance

from the end of the line so that the water in the line will not spill into

the placement area. At the end of placing operation, the line shall be

cleaned in the reverse direction.

SUBMISSION OF DOCUMENTS FROM RMC

MANUFACTURER

Following document shall be submitted by the RMC manufacturer to

CIDCO through the contractor

1. Design Mix

2. Manufacturer’s Test Certificate for cement and plasticizer

3. Lab test certificates for all ingredient of concrete

4. Delivery docket sheet mentioning the grade of concrete,

quantity of ingredient used, slump, transit mixer vehicle no.,

placement, location, time of concrete production and placing

etc.

9.14 Formwork

4990 - Specification for plywood for concrete shuttering work.

3696 - Safety code of scaffolds and ladders

4014 - Steel and tubular scaffoldings.

8989 - Safety code for erection of concrete framed structures.

456 - Code of practice for plain and reinforced concrete.


9.14.1 Definition :

The term “Formwork” or “Shuttering” shall include all forms,

moulds, sheeting, shuttering planks, walers, poles, posts, shores,

struts and strutting, ties, uprights, wallings, steel rods, bolts, wedges

and all other temporary supports to the concrete during the process of

setting.

9.14.2 Materials

9.14.2.1 All facing formwork to come in contact with concrete in different

elements of the structure shall be of such material and size as

specified on drawings or as instructed by the Engineer.

9.14.2.2 Timber facing formwork to come in contact with concrete for

“Exposed Concrete Surfaces” shall consist of lab-jointed or tongue

and grooved planks as directed by the Engineer and no joints shall

permit leakage of mortar at all from cast-in-situ concrete.

9.14.2.3 The materials for other backing and supporting formwork and their

sizes shall be selected by the contractor and shall be subject to the

approval of the Engineer.

9.14.3 Design :

The formwork shall be designed and constructed so that the concrete

can be properly placed and thoroughly compacted to obtain the

required shape, position and level subject to specified tolerances. It

is the responsibility of the contractor to obtain the results required by

the Engineer, whether or not some of the work is sub-contracted.

Approval of the proposed formwork by the Engineer will not


diminish the Contractors responsibility for the satisfactory

performance of the formwork, nor for the safety and co-ordination of

all operations.

9.14.4 Formwork for Exposed Concrete Surfaces :

The facing formwork, unless indicated otherwise on drawings, or

specifically approved by the Engineer in writing, shall generally be

made with materials not less than the thickness mentioned below for

different elements of the structure.

9.14.4.1 Plain slab soffits, and sides of beams, girders, joists and ribs and side

of walls, fins, parapets, pardis, sub-breakers etc. shall be made with :

a) Steel plates not less than 3mm thick of specified sizes stiffened

with a suitable structural frame work, fabricated true to plane

with a tolerance of +/- 2mm within the plate.

b) Plywood plates not less than 12mm thick (IS:4990-Specification

for plywood for Concrete Shuttering Work) or 3mm thick with a

20mm timber plank backing, of specified sizes stiffened with a

suitable timber framework.

9.14.4.2 Bottom of beams, girders and ribs, sides of columns shall be made

with:

a) Steel plates not less than 5mm thick of specified size stiffened

with a suitable structural frame, fabricated true to plane with a

tolerance of +/- 2 mm within the plate.

b) Timber planks of 35mm actual thickness and of specified surface

finish, width and reasonable length.

c) Plywood plates not less than 12mm thick, of specified sizes

stiffened with a suitable timber framework.


9.14.5 Erection of Formwork :

The following shall apply to all formwork :

9.14.5.1 To avoid delay and possible erection of the formwork, the Contractor

shall obtain sufficiently in advance, the approval of the Engineer for

the design of forms and the type of materials used before fabricating

the forms. (ref ACI 347 Formwork for concrete of equivalent I.S.

Code)

9.14.5.2 All shutter planks and plates shall be adequately backed to the

satisfaction of the Engineer by a sufficient number and size of walers

or framework to ensure rigidity during concreting. All shutters shall

be adequately strutted, braced and propped to the satisfaction of the

Engineer to prevent deflection under deadweight of concrete and

superimposed live load of workmen, materials and plant, and to

withstand vibration. No joints in proper shall be allowed.

9.14.6 Vertical props shall be supported on wedges or other measures shall

be taken where the props can be gently lowered vertically during

removal of the formwork. Props for an upper story shall be placed

directly over those in the storey immediately below, and the lower

props shall bear on a sufficiently strong area.

1) Care shall be taken that all formwork is set plumb and true to

line and level or camber or batter where required and as

specified by the Engineer.

2) Provisions shall be made for adjustment of supporting struts

where necessary. When reinforcement passes through the

formwork care should be taken to ensure close fitting joints


against the steel bars so as to avoid loss of fines during the

compaction of concrete.

3) If the formwork is held together by bolts or wires, these shall be

so fixed that no iron will be exposed on surface against which

concrete is to be laid. In any case wires shall not be used with

exposed concrete formwork. The Engineer may at his

discretion allow the Contractor to use tie-bolts running through

the concrete and the Contractor shall decide the location and

size of such tie-bolts in consultation with the Engineer. Holes

left in the concrete by these tie-bolts shall be filled as specified

by the Engineer at no extra cost.

4) Formwork shall be so arranged as to permit removal of forms

without jarring the Concrete. Wedges, clamps and bolts shall

be used wherever practicable instead of nails.

The formwork for beams and slabs shall be so erected so that

forms on the sides of the beams and the soffit of slabs can be

removed without disturbing the beam bottoms or props under

beams.

5) Surface of forms in contact with concrete shall be oiled with a

mould oil of approved quality or clean diesel oil. If required by

the Engineer the contractor shall execute different parts of the

work with different mould oils to enable the Engineer to select

the most suitable. The use of oil which results in blemishes of

the surface of the concrete shall not be allowed. Oil shall be

applied before reinforcement has been placed and care shall be

taken that no oil comes in contact with the reinforcement while

it is being placed in position.

The formwork shall be kept thoroughly wet during concreting

and for all the whole time that it is left in place.


6) Immediately before concreting is commenced, the formwork

shall be carefully examined to ensure that following:

a) Removal of all dirt, shavings, sawdust and other refuse by

brushing and washing

b) The tightness of joints between panels of sheathing and

between these and any hardened core.

c) The correct location of tie bars, bracing and spacers, and

especially connection or bracing.

d) That all wedges are secured and firm in position.

e) That provision is made for traffic on formwork not to bear

directly on reinforcing steel.

7) Formwork shall be continuously watched during the process of

concreting. If during concreting any weakness develops and

formwork shows any distress the work shall be stopped and

remedial action shall be taken.

9.14.7 Exposed Concrete Work :

Exposed concrete surfaces shall be smooth and even originally as

stripped without any finishing or rendering. Where directed by the

Engineer, the surface shall be rubbed with carborundum stone

immediately on striking the forms. The Contractor shall exercise

special care and supervision of formwork and concreting to ensure

that the cast members are made true to their sizes, shapes and

positions and to produce the surface patterns desired. No

honeycombing shall be allowed. Honeycombed parts of the concrete

shall be removed by the Contractor as directed by the Engineer and

fresh concrete placed without extra cost, as instructed by the

Engineer. All materials, sizes and layout of formwork including the


locations for their joints shall have prior approval of the Engineer or

the Architect.

9.14.8 Camber :

Forms and falsework shall be generally cambered as indicated in the

drawings or as instructed by the Engineer. However, for beams up to

5m span and slabs upto 4m span camber is not normally required to

be provided.

9.14.9 Tolerances

In accordance with IS:456 2000 and MORT & H section 1500.

9.14.10 Age of Concrete at Removal of Formwork :

In accordance with IS:456 2000 and MORT & H section 1500.

The Engineer may vary the periods specified in IS : 456-2000 if he

considers it necessary. Immediately after the forms are removed,

they shall be cleaned with a jet of water and a soft brush.

9.14.11 Stripping of Formwork

Formwork shall be removed carefully without jarring the concrete,

and curing of the concrete shall be commenced immediately.

Concrete surfaces to be exposed shall, where required by the

Engineer, be rubbed down with carborundum stone to obtain a

smooth and even finish. Where the concrete requires plastering or

other finish later the concrete surface shall be immediately hacked

lightly all over as directed by the Engineer. No extra charge will be

allowed to the Contractor for such work on concrete surfaces after

removal of forms.


9.14.12 Repropping

For multistoreyed buildings the floors may need repropping to

support the loads of the upper floors under construction. The extent

of such repropping shall be as directed by the Engineer (this does not

normally exceed one fourth of the props provided above). Such

repropping shall not be paid for separately and the cost of such

repropping shall be deemed to have been included in the rates.

9.14.13 Reuse of Forms

The Contractor shall not be permitted reuse of timber facing

formwork brought new on the works more than 5 times for exposed

concrete formwork and 8 times for ordinary formwork. 5 or 8 uses

shall be permitted only if forms are properly cared for, stored and

repaired after each use. The Engineer may in his absolute discretion

order rejection of any forms he considers unfit for use for a

particular item, and order removal from the site of any forms he

considers unfit for use in the works. Used forms brought on the site

will be allowed proportionately fewer uses as decided by the

Engineer.

Use of different quality boards or the use of old and new boards in

the same formwork shall not be allowed.

9.14.14 Hacking-Out

1. Immediately after removal of forms, the concrete surfaces to be

plastered shall be roughened with a bush-hammer or with chisel

and hammer as directed by the Engineer to make the surface

sufficiently coarse and rough to provide a key for plaster.


2. At all construction joints in the beams, slabs and columns etc.

laitance and any other loose concrete shall be chipped off

immediately after striking the formwork. The chipped surface

shall then be thoroughly cleaned with a jet of water.

9.14.15 Measurements :

1. Where formwork is paid separately, measurements shall be of the

area of finally exposed surface requiring shuttering including

curves, angles, splays, metres, bevels, etc. for which no special

rate shall be allowed. The rates shall be inclusive of all work

connected with provision of formwork, its erection and removal

and treatment of the concrete surface immediately after removal

of the formwork.

2. No extra payment shall be made for holes to be made in

formwork for inserting electrical conduits, hooks for fans, for

plumbing work.

3. Where boxes or pockets are required to be formed in the

concrete, they will be paid for separately at the Contract Rates,

but in measuring the area of concrete surfaces shuttered, no

deduction will be made for openings upto 0.4 m2. For voids

larger than 0.4 m2 the surface of formwork forming the voids

shall be paid at rates of formwork set out in the Schedule and the

area of voids deducted from the face area of shuttering.

4. No deductions shall be made from formwork of main beams

where the secondary beam intersects it. Formwork to secondary

beams shall be measured upto sides of the main beams. No

deduction shall be made from the formwork to stanchion or

column casings at intersections of beam.


5. No payment shall be made for temporary formwork used in

concreting, nor for formwork required for joints or bulkheads, in

floors, or elsewhere, whether such joints are to be covered later

with concrete or mastic or other material.

9.15 Measurement for payment for cement concrete :

The cement concrete shall be measured in cubic meters. In

reinforced concrete the volume occupied by reinforcement shall not

be deducted. The slab shall be measured as running continuously

through and the beam as the portion below the slab.

9.16 Rate :

The unit rate for concrete shall include the cost of all materials,

labour, tools and plant required for mixing, placing in position,

vibrating and compacting, finishing as per directions of Engineer,

curing and all other incidental expenses for producing concrete of

specified strength to complete the structure or its components as

shown on the drawings and according to these specifications. The

rate shall also include the cost of making, fixing and removing of all

centres and forms required for the work unless otherwise specified in

the contract.

9.17 Special Notes for procurement of cement and steel :

1) Cement procured for the above work shall be stored in a properly

constructed cement godown of required capacity with double

lock arrangement. Key of the corporation lock should be in the

custody of representative of Engineer and key of contractor’s

lock should be with the representative of the contractor.


2) The contractor has to maintain a cement register as per the format

furnished by the Engineer after handing over the site.

3) The cement shall be of any grade other than portland pozolana

and / or hydraulic cement. The cement shall be conforming to IS

: 8112 and or latest amendment. In case contractor procure high

grade cement other than ordinary portland cement, CIDCO will

not pay any extra cost for the same. The rate incorporated in

Schedule ‘A’ is inclusive of providing ordinary portland cement

and / or of any grade of cement.

4) CIDCO reserves the right to check the cement godown at any

time and also to verify the original delivery challan / invoice

voucher. In case, if it is required, the contractor has to procure

the copy of these documents as and when demanded. The

original register shall be property of CIDCO and contractor

should submit the same along with a final bill.

5) Each consignment of cement shall be tested in the approved

laboratory as per the sampling procedure laid down in I.S. The

rate incorporated in the schedule ‘A’ is inclusive of all such

testing charges.

6) CIDCO reserves the right to reject any cement due to non-

satisfactory of test result and also due to deterioration of cement

stored in cement godown for weathering action. Any cement

which is considered defective for the work shall not be used and

should be removed from the site of work as and when required.

7) The Contractor has to furnish the reconciliation of cement

statement along with their bills. The reconciliation of cement

shall be based on mix design and CIDCO cement constant for

each trade item. In case of lesser consumption of cement, the


work shall be devalued if it is structurally acceptable, otherwise it

shall be rejected.

8) The cement shall be stored in the cement godown on timber

planks as per the procedure laid down in the relevant is for

storing the cement.

10.0 Providing and fixing M-15 grade RCC guard stone of 20 x 20 x

75 cm. including fixing in ground and white washing etc.

complete.

10.1 GENERAL

The item provides for the RCC streamlined guard stones including

M-15 grade cement concrete and the mild steel bar reinforcement.

10.2 MATERIALS

i) M-15 grade cement concrete shall conform to Specification

No.B.6. Maximum size of coarse aggregate shall be 20 mm.

ii) Mild steel bar reinforcement shall conform to the Specification

No.B.10.

10.3 CONSTRUCTION

The reinforcement shall be fabricated and embedded as indicated on

the drawings and the guard stone shall be cast to the shape and size

as indicated on the drawings in suitable forms approved by the

Engineer. The forms shall be removed after 48 hours and the

concrete surface immediately finished with 1:2 cement mortar if

necessary. The guard stone shall be cured for 14 days. It shall be

white washed in 3 coats.


10.4 ITEM TO INCLUDE

i) Mild steel bar reinforcement.

ii) Providing and laying M-15 grade cement concrete in situ in

suitable forms, finishing and curing.

iii) White washing in three coats.

10.5 MODE OF MEASUREMENT & PAYMENT

The contract rate shall be for one number of guard stone. The

measurement shall be for the number of guard stones provided. No

separate payment shall be made for the reinforcement.

11.0 Demarcation of the road / channel / bridge alignment by

traversing along the existing / proposed route with one second

theodolite. Taking angles and distance at turning point to survey

area and as directed by Engineer and providing 5 Nos. colour

paper prints with drawing in soft copy format.

11.1 The contractor shall establish working Bench Marks tied with the

Reference Bench Mark in the area soon after taking possession of the

site. The Reference Bench Mark for the area shall be as indicated in

the contract documents and the values of the same shall be obtained by

the contractor from the Engineer. The working Bench marks shall be

at the rate of four per Km. and also at or near all drainage structures,

over-bridges and underpasses. The working Bench Marks / levels

should be got approved from the Engineer. Checks must be made on

these Bench Marks once every month and adjustments, if any, got

agreed with the Engineer and recorded. An up-to-date record of all

Bench Marks including approved adjustments, if any, shall be


maintained by the contractor and also a copy supplied to the Engineer

for his record.

11.2 The lines and levels of formation, side slopes, drainage works,

carriageways and shoulders shall be carefully set out and frequently

checked, care being taken to ensure that correct gradients and cross-

sections are obtained everywhere.

11.3 In order to facilitate the setting out of the works, the centre line of the

carriageway or highway must be accurately established by the

contractor and approved by the Engineer. It must then be accurately

referenced in a manner satisfactory to the Engineer, every 50 m.

intervals in plain and rolling terrains and 20 m. intervals in hilly terrain

and all curve points as directed by the Engineer, with marker pegs and

chainage boards set in or near the fence line, and a schedule of

reference dimensions shall be prepared and supplied by the contractor

to the Engineer. These markers shall be maintained until the works

reach finished formation level and are accepted by the Engineer.

11.4 On construction reaching the formation level stage, the centre line shall

again be set out by the contractor and when approved by the Engineer,

shall be accurately referenced in a manner satisfactory to the Engineer

by marker pegs set at the outer limits of the formation.

11.5 No reference peg or marker shall be moved or withdrawn without the

approval of the Engineer and no earthwork or structural work shall be

commenced until the centre line has been referenced.


11.6 The contractor will be the sole responsible party for safeguarding all

survey monuments, bench marks, beacons, etc. The Engineer will

provide the contractor with the data necessary for setting out of the

centre line. All dimensions and levels shown on the drawings or

mentioned in documents forming part of or issued under the contract

shall be verified by the contractor on the site and he shall immediately

inform the Engineer of any apparent errors or discrepancies in such

dimensions or levels. The contractor shall, in connection with the

staking out of the centre line, survey the terrain along the road and

shall submit to the Engineer for his approval, a profile along the road

centre line and cross-sections at intervals as required by the Engineers.

11.7 After obtaining approval of the Engineer, work in earthwork can

commence and the profile and cross-sections shall form the basis for

measurements and payment. The contractor shall be responsible for

ensuring that all the basic traverse points are in place at the

commencement of the contract and if any are missing, or appear to

have been disturbed, the contractor shall make arrangements to re-

establish these points. A “Survey File” containing the necessary data

will be made available for this purpose. If in opinion of the Engineer,

design modifications of the centre line or grade are advisable, the

engineer will issue the detail instructions to the contractor and the

contractor shall perform the modifications in the field, as required, and

modify the ground levels on the cross sections accordingly as many

time as required. There will be no separate payment for any survey

work perform by the contractor. The cost of this services shall be

considered as being included in the cost of the items of work in the Bill

of Quantities.


11.8 The work of setting out shall be deemed to be a part of general works

preparatory to the execution of work and no separate payment shall be

made for the same.

11.9 Precision automatic levels, having a standard deviation of + 2mm per

km., and fitted with micrometer attachment shall be used for all double

run leveling work. Setting out of the road alignment and measurement

of angles shall be done by using theodolite with traversing target,

having an accuracy of one second. Measurement of distances shall be

done preferably using precision instruments like Distomat.

12.0 Providing un-coursed rubble masonry of trap stones in cement

mortar 1:6 in foundation and plinth of inner wall including

bailing out water manually, striking joints on unexposed faces

and watering etc. complete.

12.1 GENERAL

Specification No. B-9 of Red Book for stone masonry (general) shall

apply in all pertinent particulars. U.C.R. masonry shall also comply

with the following in addition.

12.2 MATERIALS

Materials shall conform to Specification No. B.9.2 of Red Book.

12.3 DRESSING AND SIZE

Stones to be set in the work shall be as received from the quarry after

merely knocking off weak corners and edges with a mason’s

hammer. In the case of face stones all the sides of the stones shall be

dressed in straight lines and all the sides shall be in one plane.


Individual stones shall have thickness and width of not less than 15

cm. (about 6”) in its thickest part and no stones shall be less in length

than 1 ½ times its height.

12.4 FACE STONES

Face stones shall generally comply with specification No. A.8 of Red

Book. The face stones shall be selected from the mass of quarry

stones for their greater size, good beds, close grain and uniform

colour. 50 per cent of the stones shall be more than 0.010 cu.m. or 10

litres (about ½ c.ft.) in walls up to 50 cm. (about 20”) in thickness

and 0.015 cu.m. or 15 litres (about ½ c.ft.) in thicker walls. The beds

and joints shall have an average bearing of not less than 2 cm. (about

3/4”).

12.5 THROUGH STONES

One through stone shall be provided per half square metre of facing

evenly distributed. They shall be about 0.03 sq.m. (about 2/3 sq.ft.)

in face area and shall have a tailing of the full width of the masonry

when the width is 60 cm. (about 2’) or less. If the wall or masonry be

over 60 cm. (about 2’) in width line of headers overlapping each

other by at least 15 cm. (about 6”) shall be laid right through the wall

from face to back. The length of the interior headers shall not be less

than 45 cm. (about 18”) and their average cross sectional area shall

not be less than 0.025 sq.m. (about ¼ sq.ft.) Face header shall be

distinctly marked on its face.

12.6 VERTICAL HEADERS

For massive, work with a width of a metre (about 3.28’) and above,

vertical headers 45 cm. (about 18”) long or depth of two courses


whichever is more shall be provided at the rate of one for every

sq.metre (about 10.76 sq.ft.) of area in plan. For every course a new

set of headers shall be introduced at this rate in a staggered pattern.

Their average sectional area shall not be less than 0.03 sq.m. (1/3

sq.ft.).

12.7 HEARING AND BACKING STONES

These stones shall comply with Specification No. A.8.3 of Red Book.

In walls of 50 cm. (about 20”) and less about 30 per cent of the

stones shall not be less than 0.010 cu.m. or 10 litres (about 1/3 c.ft.)

and for thicker walls about 30 per cent of stones shall not be less than

0.015 cu.m. or 15 litres (about ½ c.ft.).

12.8 QUOINS

The quoins shall be of selected stone and shall normally be 19 cm. x

24 cm. x 39 cm. (about 8” x 10” x 16”) or as directed by the

Engineer. The faces of quoins shall be rough tooled or provided the

same type of dressing as that of the face stones as directed. Chisel

draft of about 40 mm. (about 1 ½”) shall be provided on each side of

the exposed side opposite by more than 8 cm. (about 3”) for the

longer side and 5 cm. (about 2”) for the shorter side.

12.9 SCAFFOLDING

Scaffolding shall comply with Specification No. B.9.11 of Red Book.

12.10 WET FOUNDATION

To comply with Specification No. B.9.10 of Red Book.


12.11 CONSTRUCTION DETAILS

Laying – Specification in B.9 of Red Book for stone masonry

(general) shall generally apply.

The face stone shall be laid without any planning’s on the exposed

faces. In each course the headers or lines of headers as the case may

be shall be kept in position at specified intervals and with specified

laps are required before the masonry of the layer is commenced to

ensure that they are being laid properly and in required numbers and

intervals. They shall be embedded in mortar as masonry in that layer

progresses.

Quoins shall be laid stretcher and headerwise as seen on each face

and shall correspond to the arrangement of quoins in the same

course.

The quantity of mortar for 1 cubic metre of thin and massive

masonry shall range from 0.30 cu.m. to 0.35 cu.m. respectively and

for water retaining masonry from 0.46 cu.m. to 0.48 cu.m.

Joints – No face joints shall exceed 16 mm. (about 5/8”)

Striking joints – The face joints should be properly struck while the

mortar is fresh. Joints which cannot be so struck at the time of

laying, shall be prepared for it by raking joints to a depth of not less

than 16 mm. (about 5/8”) when the mortar is fresh. These joints

should be properly cleaned of loose particles, wetted thoroughly and

filled with good fresh cement mortar 1:3 and finished off by being

trowelled smooth.


Rate of raising masonry – The rate of raising uncoursed rubble

masonry brought up in uniform levels may be limited to a height of

60 cm. (about 2’) per day in case of cement mortar and 45 cm. (about

18”) in the case of lime mortar. But no fresh course shall be laid over

masonry previously laid within 4 hours of its laying for cement

mortar and 8 hours for lime mortar.

12.12 ITEM TO INCLUDE

1) Uncoursed rubble masonry laid in cement/ lime mortar of

specified proportion, built in any position to any height or depth

and to lines, levels, curves and batters shown on the plans or as

ordered by the Engineer including quoins, headers, etc. and

striking joints and curing.

2) Erecting and removing all scaffolding, ladders and use of plant

required for execution of the item, safety of the labour and

inspection of the work including compensation for any injury,

damage, etc.

3) Dewatering to allow construction in the dry and proper setting

of masonry unless separately provided in the tender.

4) Clearing the site round the masonry.

5) All labour, use of tools, materials and other items incidental to

satisfactory completion of the item.

12.13 MODE OF MEASUREMENT AND PAYMENT

The quantity of uncoursed rubble masonry to be paid under this item

shall be based on a unit of one cu. Metre or as fixed by the Engineer.

The contract rate shall be based on a unit of one cu. Metre (about 35

cft.) of finished masonry. Dimensions shall be measured and


individual quantities calculated correct upto two places of decimals

of a metre and cubic metre respectively.

13.0 Providing rough cast cement plaster externally in two coats to

concrete / brick / stone masonry in all positions with base coat of

12 to 15 mm thick in cement mortar 1:4 mixing approved

waterproofing compound at the rate of 1 kg./50 kg. of cement

and over it rough cast treatment 12 mm thick in proportion

1:1½:3 including raking out joints, scaffolding and 14 days

curing etc. complete.

13.1 Material

The proportion of the mortar shall be as specified under the

respective item of work. The quality of water, sand and cement shall

be as per respective I.S. code. The mortar shall be used immediately

after mixing and in no case shall be allowed to stand in more than 25

minutes after mixing with water.

13.2 Workmanship

The surface to be rendered shall be washed with fresh clean water,

free from all dir 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.

13.3 Internal Plaster

This plaster shall be laid in a single coat of 12 mm thickness. The

mortar shall be dashed on the prepared surface with a trowel and

finished smooth by wooden floats. Interior plaster shall be carried


out in jambs, lintels, sills, soffits as shown in drawing or as directed

by Architect. Rate quoted shall be deemed to include plastering of

all surfaces and no separate payment will be considered for any

particular, surface lime jambs etc.

13.4 Curing

Curing of both interior plaster shall be started as soon as the applied

plaster has hardened enough so as not to be damaged. Curing shall

be done by continuous applying water in a fine spray.

Contractor shall note that the work to be carried out is in old

building. At places the thickness of plaster may go higher than

specified thickness. In such event contractor shall provide chicken

mesh and perform plastering in layers without additional cost.

13.5 Measurement

The quantity of work to be paid for under this item shall be

calculated by taking the projected surface of the area plastered after

making necessary deductions for opening doors, windows, fan

openings etc. The actual plaster work carried out on jambs of doors,

windows openings etc. shall be measured and added. However, for

purposes of payment, under this item plaster work carried on surface

of items of work, which include plaster finished shall not be taken

into account.

13.6 Admixture

If directed by the Engineer the contractor shall use approved

waterproofing / water reducing admixtures in the mortar for plaster

work, in the proportion and method prescribed by the manufacturer.


Payment shall be made for actual quantity of such admixtures used

unless it is already covered in the rates for the work concerned.

13.7 SAND FACED PLASTER (EXTERNAL PLASTER)

13.7.1 The external sand face plaster shall be as specified in the Schedule

“A” item description.

First Coat It is a base coat of 15 mm thick applied with cement

and screened sand mix in 1:4 proportion including

waterproofing compound @ 1 kg./50 kg. of cement

keeping the surface rough to receive Sand Faced

Treatment. The G.I. chicken mesh shall be provided at

no extra cost wherever dissimilar elements like RCC

& masonry are encountered. The surface shall be kept

wet and curing for not less than two days.

Second

Coat

It is a Sand Face treatment of 8 mm thick in C.M. 1:4

applied over 15 mm thick plastered surface. The

surface should be finished by taking out grains and

curing for seven days including the preparation of

surface, watering, scaffolding etc. complete.

13.8 ITEM INCLUDES

13.8.1 Description of item in the BOQ, unless otherwise stated, includes,

wherever necessary, conveyance and delivery handling, unloading,

storing, fabrication, hoisting, all labour for finishing to required

shape and size, setting, fitting and fixing in position, straight

cutting and waste, return of packings and other incidental charges.

13.8.2 Levels and heights shall be as indicated in the BOQ.

13.8.3 Preparation of surface shall be as approved by the Engineer.

13.8.4 Trimming off the projections on masonry shall be part of the item.


13.8.5 Scaffolding and working platform shall be part of the item.

13.8.6 Materials as detailed and as required to complete item as specified.

13.8.7 Curing of plaster by curing compound and water.

13.8.8 Cleaning of adjacent areas, windows, door frames, etc. including

masonry surface in exposed masonry work.

13.8.9 Forming grooves for joints between beams/columns and masonry

etc. any special treatment if detailed and specified in BOQ.

13.8.10 Providing and fixing plaster mesh (chicken mesh / expanded metal

mesh internally) at junction of R.C.C., brick work, edges, corners,

chiseled and repaired brick work prior to plaster over concealed

conduit, etc. shall be as directed by the Engineer. It shall be a part of

item.

14.0 Providing and laying concrete pipes of IS NP-2 class of 150 mm

diameter in proper line, level and slope including necessary

collars, testing, excavation, laying, fixing with collars in cement

mortar 1:1 and refilling the trench etc. complete.

14.1 GENERAL :

The item provides for the supply and fixing of the spun concrete pipes

of the specified class and diameter in position for the Cross Drainage

works including necessary collars, conveyance and fixing in cement

mortar 1:2.

14.2 MATERIALS :

Concrete pipes shall be of the class and diameter mentioned in the item

and shall comply with I.S. 458-1971.


The collars shall be of the appropriate size for fixing of the concrete

pipes specified on the drawings and shall comply with the I.S.

458-1971.

The cement mortar shall comply with the specification No.B.5(a),

proportion of cement to sand being 1:2.

14.3 FIXING :

The handling and laying of the concrete pipes shall comply with I.S.

783-1985 code of practice of laying concrete pipes.

The pipes shall be laid to the lines and levels shown on the drawings

and the slope shall be 1 in 100 towards the down stream unless other

slopes are specified on the drawing or as ordered by the Engineer.

The ends of the pipes shall be flush with face of masonry or bell

mouthed if so indicated on the drawings or ordered by the Engineer.

Pipes of non-standard length may be used when standard length pipes

do not fit in between the faces of walls. Otherwise extra lengths of

standard pipes may be left projecting beyond face of masonry on the

downstream. Such extra length will not be paid for.

Diversions of the road if found necessary, shall be provided according

to BR.1 at the cost of the contractor unless separately provided in the

tender.

The collar joints be cured satisfactorily. Till then the filling around

shall not be done.

CA04-1011-pg 204 to 284cidco.maharashtra.etenders.in/tnduploads/cidco/tnd... · specification...

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Transcript of CA04-1011-pg 204 to 284cidco.maharashtra.etenders.in/tnduploads/cidco/tnd... · specification...