specifications karjan

8/12/2019 Specifications Karjan

1/101

Name of Work :-

Construction of ROB on KarjanBypass road Joining N.H No

in Km

!"!! to #"# across B.$. Rai%&ay'ine from (adodara toBom)ay at 'C. No. #*+

, +"*/-* in )et&een0iyagam - 1to%a 2ection near

Karjan.

3ist : (adodara

245C161C781ON


2/101

S P E C I F I C A T I O N

Name of Work

Construction of ROB on Karjan Bypass roa !oinin" N#$ No % in Km

&'&& to ('( across B#)# Rai*+ay ,ine from -aoara to Bom.ay at ,C#

No# (/0 1 023'/45/2 in .et+een 6iya"am 5 Ito*a Section near Karjan# 7ist

8 -aoara

Item No# /Dismantling the existing structure including removing and staking the dismantled asand where directed

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

culverts, bridges, pavements, kerbs and other structures like guard-rails,

fences, utility poles, manholes, catch basins, inlets, etc. Which are in place

but interfere with the new construction or are not suitable to remain in place,

and of salvaging and disposing of the resulting materials and backfilling the

resulting trenches and pits.

!xisting culverts, bridges, pavements -and other structures which are within

the highway and which are designed to be removed shall be removed upto

the limits and extent specified in the drawings or as indicated by the !ngineer-

in-charge.

". Dismantaling and removal operations shall be carried out with e#uipment and

in such a manner as to leave undisturbed, ad$acent pavement, structure and

any other work to be left in place.

%. &ll operations necessary for the removal of any existing structure which might

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

'. The structures shall be dismantaled carefully and the resulting materials so

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

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

structures nearby.

(. )nless otherwise specified, the superstructure portion of culverts* bridges

shall be entirely removed and other parts removed to below the ground level

or as necessary depending upon the interference they cause to the new

construction. +emoval of overlying or ad$acent materials if re#uired inconnection with the dismantaling of the structures, shall be incidental to this

item


3/101

. Where existing culverts* bridges are to be extended or otherwise incorporated

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

are necessary to provide a proper connection to the new work. The

connecting edges shall be cut, chipped and trimmed to the re#uired lines and

grades without weakening or damaging any part of the structure to beretained. +einforcing bars which are to be left in place so as to pro$ect into

new work as dowels or ties shall not be in$ured during removal of concrete.

. ipe culverts shall be carefully removed in such a manner t( avoid damage to

the pipes.

/. 0teel structures shall unless otherwise provided be carefully dismantled in

such a manner as to avoid damage to members thereof. f specified in the

drawing or directed by the !ngineer-in-charge that structure is to be removed

in a condition suitable for re-erection, all members shall be match marked bythe contractor with white lead paint before dismantling end pins, nuts, loose

plates, etc. shall be similarly marked to indicate their proper location, all pins,

pin holes and machined surface shall be painted with a mixture of white lead

and tallow and all loose parts shall be securely wired to ad$aced members or

packed in boxes.

12. Timber structures shall be removed in such a manner as to avoid damage to

such timber or lumber as is designated to be salvaged by the !ngineer-in-

charge.

11. n removing pavements, kerbs, gutters and other structures like guard rails,

fences, manholes, catch basins, inlets, etc. where portions of the existing

construction are to be left in the finished work the same shall be removed to

an existing $oint or out and chipped to a true line with a face perpendicular to

the surface of the existing strata. 0ufficient removal shall be made to provide

for proper grades and connections with the new work as directed by the

!ngineer-in-charge.

1. &ll concrete pavements, base course in carriage way and shoulders etc.

designed for removal shall be broken to pieces whose volume shall not

exceed 2.2 cubic metre and stockpiled at designated iodations if the

materials is to be used later or otherwise arranged for disposal as directed.

1". Where directed by the !ngineer-in-charge holes and depressions caused by

dismantling operations shall be backfilled with excavated or other approved

materials thoroughly compacted in line with surrounding area.

1%. &ll materials obtained by dismantling shall be the property of 3overnment.

)nless otherwise specified, materials having any salvage value shall be

placed in neat stacks of like material with the right of way as directed by the

!ngineer-in-charge, for which 4ontractor will remain responsible for its safe

custody and preservation for (2 days after recording measurements of thesalvaged materials. ipe culverts that are removed shall be cleared and


4/101

1'. ipe culverts that are removed shall be cleared and neatly piled on the right of

way at points designated by the !ngineer-in-charge.

1(. 0tructural steel removal from old structure shall, unless otherwise specified or

directed, be stored in a neat and presentable manner. 0tructures or portionsthereof which are specified in the contract for re-erections shall be stored in

separate piles.

1. Timber or lumber from old structure which is designated by the !ngineer-in-

charge as materials to be shall have all rails and bolts removed there from

and shall be stored in neat piles locations suitable for loading.

1. &ll te products of dismantling operations which in the opinion of the !ngineer-

in-charge cannot be used or auctioned shall, be disposed as directed, within 1

22 metres.,

1/. The work of dismantling structures shall be paid for in units indicated below by

taking measurements before and after, as applicable.

5i6 Dismantling 0tone*brick*concrete 5lain and +einforced6 masonry

4ubic 7etre

5ii6 Dismantling flexible and cement concrete pavement.*+44 pipes

4ubic 7etre

5iii6 Dismantling steel structure.

Tonne5iv6 Dismantling timber structure

4ubic 7etre

5v6 Dismantling pipes, guard rails, kerbs, gutters and fencing.

8inear 7etre

5vi6 )tility poles.

9os.

(. The contract unit rates for the various items of dismantling shall by payment in

full for carrying out the re#uired operations including full compensation for all

labour materials, tools, e#uipment, safeguards and incidentals necessary to

complete the work. These will also include excavation and backfilling where

necessary and for handling, salvaging, piling and disposing of the dismantled

materials within all lifts and upto a lead of 122 metres.

Item No# (

Remo9a* of e:istin" asp;a*tic +earin" coat comprisin" of


5/101


6/101

Item No# 0

C*earin" t;e site .efore commencement an after comp*etion of t;e

+ork#

21. C,EARIN) AN7 )R=BIN)

21.1. Scope

This work shall consist of cutting, removing and disposing of all materials

such as trees, bushes, shrubs, stumps, roots, grass, weeds, top organic soil not

exceeding "22 mm in thickness, rubbish etc., which in the opinion of the

!ngineer arc unsuitable for incorporation in the works, from, the area of road

land containing road embankment, drains, cross-drainage structures and such

other areas as may be specified> on the drawings or by the !ngineer. t shall

include necessary excavation, backfilling of pits resulting from uprooting of trees

and stumps to re#uired compaction, handling, salvaging, and disposal of

cleared materials. 4learing and grubbing shall be performed in advance of

earthwork operations and in accordance with the re#uirements of these

specifications.

21.. Preser9ation of Property'Amenities

+oadside trees, shrubs, any other plants, pole lines, fences, signs,

monuments, buildings, pipelines, sewers and all highway facilities within or

ad$acent to the highway which are not to be disturbed shall be protected from

in$ury or damage. The 4ontractor shall provide and install at his own

expense, suitable safeguards approved by the !ngineer for this purpose.

During clearing and grubbing, the 4ontractor shall take all ade#uate

precautions against soil erosion, water pollution, etc., and where re#uired,

undertake additional works to that effect vide 4lause "2(.


7/101

:nly such methods, tools and e#uipment as are approved by the

!ngineer and which will not affect the property to be preserved shall be

adopted for the Work. f the area has thick vegetation*roots*trees, a crawler or

pneumatic tyred do?er of ade#uate capacity may be used for clearance purposes.

The do?er shall have ripper attachments for removal of tree stumps. &ll trees,

stumps, etc., failing within excavation and fill lines shall be cut to such depth

below ground level that in no case these fall within '22 mm of the subgrade.

&lso, all vegetation such as roots, under-growth, grass and other deleterious

matter unsuitable for incorporation in the embankment*subgrade shall be

removed between fill lines to the satisfaction of the !ngineer. :n areas

beyond these limits, frees and stumps re#uired to be removed as directed by

the !ngineer shall be cut down to 1 m below ground level so that these do

not present an unsightly appearance.

&ll branches of trees extending above the roadway shal l be tr immed as

directed by the !ngineer.

&ll excavations below the general ground level arising out of the removal of

trees, stumps, etc., shall be filled with suitable material and compacted thoroughly

so as to make the surface at these points conform to the surrounding area.

&nt-hills both above and below the ground, as are liable to collapse and

obstruct free subsoil water flow shall be removed and their workings, whichmay

extend to several metres, shall be suitably treated.

21.%. 7isposa* of 6ateria*s

&ll materials arising from clearing and grubbing operat ions shall be the

property of 3overnment and shall be disposed of by the 4ontractor as

hereinafter provided or directed by the !ngineer.

Trunks,branches and stumps of trees shall be cleaned of limbs and roots

and stacked. &lso boulders, stones and other materials usable in road

construction shall be neatly stacked as directed by the !ngineer. 0tacking

stumps, boulders, stones etc., shall be done at specified spots with all lifts and

upto a lead of 1222 m.

&ll products of clearing and grubbing which, in the opinion of the !ngineer,

cannot be used or auctioned shall be cleared away from the roadside in a

manner as directed by the !ngineer. 4are shall be taken tosee that unsuitable

t t i l di d f i h t; t th i lik lih d f


8/101

these getting mixed up with the materials meant for embankment, subgrade and

road construction.

21.'. 6easurements for Payment

4learing and grubbing for road embankment, drains and cross-drainage

structures shall be measured on $ob no.

21.(. Rates

2(.(.1 The 4ontract unit rates for the var ious items of c lear ing and

grubbing shall be payment in full for carrying out the re#uired operations

including full compensation for all labour, materials, tools, e#uipment andincidentals necessary to complete the work. These will also include removal of

stumps of trees less than "22 mm in girth as well as stumps left over after

cutting of trees carried out by another agency, excavation and back-filling to

re#uired density, where necessary and handling, salvaging, piling and disposing

of the cleared materials with a ll lif ts .

Item No# 4

Pro9iin" an *ayin" fi*ter meia 2&& mm# t;ick as irecte at t;e .ack of

a.utments returns an +in" +a**s as per etai*e specifications

/# Well graded pebbled or metal of %2 mm to (" mm. si?e shall be used. The

grading and tolerances of metal of pebbles shall be as under=-

Sr#

No#No# of Si@e Ran"e Sie9e esi"nation

Percenta"e .y +ei";t

passin" t;rou"; t;e

1 (" mm. to %2 mm /2 mm. 122-22

(" mm. '-122

'2 mm. "'-2

%2 mm. 22-1'

2 mm. 22-2'

The si?e shall be %2 mm. to (" mm. where in tolerance limit for over si?e shall beupto 1'@ and that for lower si?e should be upto 1'@ and below 2 mm. it shall be

allowable upto '@ the filter 7aterials shall be tightly placed to a thickness of not less


9/101

that (22 mm. and provided over the entire surface behind abutments, wings or return

walls to the full height.

. 7aterials shall be first stacked in boxed of m. 1. 1* m. x 2.' m. si?e on

fairly level ground and measured.

". The measurement for payment shall be made on 0#.m. basis of boxes. 9o

deduction shall be made for voids.

%. The unit rate includes the cost of materials, scaffolding labour and tools to

complete the work.

Item No#


10/101

' Where water is met with in excavation due to stream flow, seepage, rain or

other reasons, the contractor shall take ade#uate measure such as bailing

pumping, to keep the foundation trenches dry when so re#uired and to protect

the green concrete ** masonry against damage by erosion or sudden rising of

water level. The method to be adopted in this regard and, other details thereof

shall be left to the choice of the contractor but sub$ect to approval of the!ngineer-in-charge. &pproval of the !ngineer-in-charge shall however not

relieve the contractor of the responsibility for the ade#uacy of dewatering, and

production arrangements and for the #uality and safety of the works.

(. umping from the interior of any foundation enclosure shall be done in such a

manner as to preclude the possibility of movement of water through any fresh

concrete. 9o pumping shall be permitted during the placing of concrete or for

any period of at least % hours thereafter, unless lot is done from a suitable

sump separated from the concrete work by a water tight wall or other similar

means.

. The bottom of the foundation shall be leveled both longitudinally and

transversely or stepped as directed by the !ngineer-in-charge.


11/101

directed by the !ngineer-in-charge. !xcavation over increased width cutting

of slopes, shoring, shuttering and planking shall be deemed as convenience

for the contractor in executing the work and shall be measured and paid for

separately.

1". The contract unit rate for the items of excavation for structures shall be paid infull for carrying out the re#uired operations including . . .

516 0ettings out and fixing bench marks and center lines stones.

56 4onstruction of necessary shoring and bracing and their subse#uent

removal.

5"6 +emoval of all logs, stumps, grubs and other deleterious matter and

obstructions for placing the foundations including trimming of bottoms

of excavations.

5%6 ;oundation sealing, dewatering including pumping.

5'6


12/101

(# n the designation of a concrete mix letter 7 refers to the mix and the number

to the specified days works cube compressive strength of that mix on 1'2

mm cubes expressed in kg.*cm.

0# The ordinary concrete mix shall generally be specified by volume for cementwhich normally comes in bags and is used by weight, volume shall be worked

out taking '2 kg. of cement as 2.2"' cubic metre in volume. While measuring

aggregate by volume, shaking ramming or hammering shall not be done.

proportioning of sand be as per its dry volume. n case it is dam, allowance for

bulking shall be made as per 0 = "( 5art-6.

4# n gradients re#uired for ordinary * concrete containing one '2 kg. bag of

cement for different proportions of mix shall be as given in Table below.

TAB,E

3rade of

concrete

7ix by

volume

Total #uantity of dry

aggregates by volume

per '2 kg. cement to be

taken as sum aggregate

of the individual volumes

of fine A coarse

aggregates, maximum

roportion of fine

aggregate to coarse

aggregate

Buantity of

water per '2

kg. of cement

max.

51 cubic metre = 1222 8iters6

1 " % '

Orinary ,itres ,itres

7-122 1="=( "22 3eneral 1= for fine

aggregate to

4oarse aggregate

by volume but

sub$ect to a upper

limit of 1=1.1* A a

lower limit of 1=".

"%

7-1'2 1==% 2 "

7-22 1=1.1*=" 1(2 "2

7-'2 1=1= 122

9ote =- Theproportion of the aggregates shall be ad$usted from upper limit to lower

limit progress grading of the final aggregate becomes finer and the maximum

si?e of coarse aggregate becomes larger.


13/101

E:amp*e 8 ;or an average grading of fine aggregate 5that is ?one of 0 = "" -

1/("6 the proportions 1=1 1*,1= and 1=" for maximum si?e of

aggregates 12mm, 2 mm and %2mm respectively 5after carrying out

sieve analysis6.

9ote=- & mix leaner than 7-122 51="=(6 may be used for non structural part, if

provided in the contract. n such cases grading of aggregates shall be by

volume. :ther re#uirements for mixing, placing and curing shall the same.

'. ;ollowing shall be the maximum nominal si?e of coarse aggregate for the

different items of work.

0r. tem of construction 7aximum nominal si?e of

9o. coarse aggregate

i +.4.4. well curb, +.4.4. well steining and %2 mm

+.4.4. iles

ii. +.4.4. well steining (" mm

ii Well cap or pile cap, solid type piers, abutments %2 mm

and wing walls and their per caps

iii +.4.4. works in cross girders, deck slab, wearing 2mm

coat, kerb, light post, blast walls, approach slab etc.

and hollow type piers, abutments, wing walls and

their pier caps

iv +.4.4. bearings 2 mm

v ;or any other item of construction not covered &s specified onthe drawing

by items 5i6 to 5v6 or as desired by

the !ngineer

in charge in case it

is not

specified on

drawing.

;or heavily reinforced concrete members as in the case of ribs of main beams,

nominal maximum si?e of aggregate shall usually be restricted to ' mm less than the


14/101

minimum lateral clear distance between the main bars or ' mm. less than the

minimum cover to the reinforcement whichever is the smaller.

2# ;ine aggregate shall be clean, hard, coarse sand. t shall be free from dust

and such other substances. The sand shall be got approved by the !ngineer-

in-charge.

3# &ll materials shall be stored as to prevent their deterioration or intrusion of

their #uality and fitness for the work. &ny material which has deteriorated or

has been damaged or is otherwise considered defective by the !ngineer-in-

charge shall not be used in the work

%# 4ement shall be store above the ground level in perfectly dry and watertight

sheds and shall be stocked not more than eight bags high. Wherever bulk

storage containers are used. their capacity should be sufficient to cater to the

re#uirements at site and should be cleaned at least once every " to % months.

4ement more than " to % months old shall invariably be tested to ascertainthat + satisfies the ascertain re#uirements. The aggregates shall be stored in

such a way as to prevent admixture of foreign materials. Different si?es of the

fine or coarse aggregate shall be stored in separate stock piles sufficiently

removed from each other to prevent intermixing the materials.

D# The water for mixing shall be portable water to the satisfaction of the

!ngineer-in-charge. The #uantity of water shall be $ust sufficient to produce a

dense concrete of re#uired workability for the $ob.

/ ;or all work concrete shall be mixed in a mechanical mixer which along with

other accessories shall be kept in first class working condition and somaintained throughout the construction. 7ixing shall be continued till

materials are uniformly distributed and uniform colour of the entire mass is

obtained and each individual particle of the coarse aggregate shows complete

coating of mortar containing its proportionate amount of cement. n no case

shall the mixing be done for less than minutes after all ingredients have

been put into the mixer.

//# When hand mixing is permitted by the !ngineer-in-charge for small $obs or for

certain other reasons, it shall be done on a smooth watertight platform large

enough to allow efficient. Turning over of the ingredients of concrete before

and after adding water. 7ixing platform shall be so arranged that no foreign

material shall get mixed with concrete nor does the mixing water flow out.

4ement in re#uired number of bags shall be placed in a uniform layer on top

of the measured #uantity of fine and coarse aggregate. Which shall also be

spread in a layer of uniform thickness on the mixing platform C Dry coarse

and fine aggregate and cement then shall be mixed thoroughly by turning

over to get a mixture of uniform color. !nough water shall then be added

gradually through a nose and the mass turned over till a mix of re#uired

consistency is obtained. n hand mixing #uantity of cement shall be increased

by 12 percent above that specified.

/(# 7ixers which have been out of use for more than "2 minutes shall be

thoroughly cleaned before putting in a new batch )nless otherwise agreed to


15/101

by the !ngineer-in-charge the first batch of concrete from the mixer shall

contain only two third of normal #uantity of course aggregate. 7ixing plants

shall be thoroughly cleaned before changing from one type of cement to

another.

/0# The method of transporting and placing concrete shall be approved by the!ngineer-in-charge. 4oncrete shall be so transported and placed that no

contamination, segregation or loss of its constituent material takes place. &ll

from work and reinforcement contained in it shall be cleaned and made free

from standing water, dust, snow or ice immediately before placing of concrete.

9o concrete shall be placed in any part of the structure until the approval of

the !ngineer-in-charge has been obtained.

/4# f concreting is not started with % hours of the approval being given, it shall

have to be obtained again from the!ngineer-in-charge. 4oncreting then shall

proceed continuously over the area between construction $oints. ;resh

concrete shall not be placed against concrete which has been in position for

more than "2 minutes unless a proper construction $oint is formed. 4oncrete

shall be compacted in its final position within "2 minutes of its discharge from

the mixer unless carried in properly designed agitators, operating

continuously, when this time shall be within hours of the addition of cement

to the mix and within "2 minutes of its discharge from the agitator. !xcept

where otherwise agreed to by the !ngineer-in-charge, concrete shall be

disposed in hori?ontal layer to a compacted depth of not more than 2.%'

metre when internal vibrators are used and not exceeding 2."2 metre in all

other cases.

/


16/101

/3# mmediately after compaction concrete shall be protected against harmful

effects of weather including rain, running water shocks, vibrations due to

traffic, rapid temperature changes. ;ast drying put process, it shall be covered

with wet sacking Eessian or other similar absorbent material approved by the

!ngineer-in-charge soon after the initial set. t shall be kept continuously wet

for a period of not less than 1% days from the date of placement. 7asonrywork over the foundation concrete may be started after % hours of itFs laying

but the curing of concrete shall be continued for a minimum period of 1% days.

/%# ;orm work shall include all temporary or permanent forms re#uired for

forming the concrete, together with all temporary construction re#uired for

their support. ;ormwork shall however be delivered into following two district

categories =-

516 0huttering i.e. from work re#uired for forming the concrete

56 0caffolding i.e. formwork re#uired for supporting shuttering.

;orms for shuttering shall be constructed only, in metal suitably lined. ;orms

for scaffolding shall be constructed of metal or timber.


17/101

(/# 0pecial measures shall be taken to ensure that the framework does no hinder

the shrinkage of concrete because without these cracking could occur before

the from work is removed. Wherever applicable arrangement must be made

to ensure that the from does not restrain the shortening and hogging of the

beams or slabs during tensioning of the tendons. The formwork should take

due account of the calculated amount of positive or negative camber so as toensure the correct final shape of the structures having regard to the

deformation of false work, scaffolding or propping and the instantaneous

deformation due to various causes affecting prestressed structures. Where

there are re-entrant angles in the concrete section, the formwork should be

removed at these sections as soon as possible after the concrete has set in

order to avoid cracking due to shrinking of concrete. ;ormwork shall be tight

enough to prevent any appreciable loss of cement during vibrations. 0uitable

tolerances should be provided in the formwork, immediately before concreting

all forms shall be thoroughly cleaned. 4ontractor shall give the !ngineer-in-

charge due notice before placing any concrete in the forms to permit him toinspect and accept the false work and forms as to their strength alignment

and general fitness, but such inspection shall not relieve the contractor of his

responsibility for safety of machinery materials and for results obtained.

((# The !ngineer-in-charge shall be informed in advance by the contractor of his

intention to strike any for work. While fixing the time for removal of formworks.

Due consideration shall be given to local condition, 4haracter of the structure,

the weather and other condition that influence the setting of concrete the

removal of The load supporting of soffit forms any commence when concrete

has attained strength and of the materials used in the mix. Where field

operations are controlled by the strength test of concrete, the removal of the

load supporting of soffit forms may commence when concrete has attained

strength e#ual to at least twice the stress to which the concrete will be sub$ect

at the time of striking props including the effect of any further addition of

loads. When field operations are not controlled by strength test of concrete

the vertical forms of beams, columns and walls may be removed after days.

The props of slabs and beams may be removed after 1% and 1 days

respectively. &ll from work shall be removed without causing any damage to

the concrete. 4entering shall be gradually and uniformly lowered in such a

manner as to avoid any stock or vibrations. 0upports shall be removed in

such a manner as to permit the contract the concrete to take stresses due toits own weight uniformly and gradually. Where internal metal ties are

permitted they or their removable parts shall be extracted without causing any

damage to the concrete and remaining holes filled with mortars. 9o

permanently embedded metal part shall have less than ' m. cover to the

finished concrete surface. Where it is intended to reuse the framework +

shall be cleaned and made good to the satisfaction of the !ngineer-in-charge.

(0 mmediately after the removal of forms, all exposed bars or bolts passing

through the 4ement concrete member and used for shuttering or any other

purpose shall be cut inside the 4ement 4oncrete member to a depth of at

least ' mm. below the surface of the concrete and the resulting holes filled

by cement mortar. &ll fins cause by from $oints, all cavities produced by the


18/101

removal of from ties and all other holes and depressions, honeycomb spots,

broken edges or corner and other defects shall be thoroughly cleaned,

saturated with water and carefully pointed and rendered true with mortar of

cement and fine aggregate mixed in the proportions used in the grade of

concrete with mortar or cement and fine aggregate mixed in the proportions

used in the grade of concrete that is being finished and of as dry aconsistency as is possible to use. 4onsiderable pressure shall be applied in

filling and pointing to ensure thorough filling in all voids. 0urface which has

been pointed shall be kept moist for a period of % hours. f rock,

pockets*honeycombs, in the opinion of the !ngineer-in-charge are of such

extent of and character as to affect materially or to endanger the life of the

strength or the steel reinforcement he may declare the concrete defective and

re#uire the removal and replacement of the portions of the structure affected.

%. n the case of reinforced concrete work, workability shall be such that the

concrete surrounds and properly grips all reinforcement. The degree ofconsistency, which shall depend upon the nature of work and. methods of

vibration of concrete shall be determined regular slump test. ;ollowing slump

shall be adopted for different types of works.

Type of Work 0lump where

vibrator is used

0lump where

vibrator is not used

1 7ass conc. n +44, foundation

footing and retaining walls

12 to ' mm 2 mm


19/101

. +.4.4. work shall have exposed concrete surface. 4entering design and its

erection shall be approved by the !ngineer-in- charge. :ne carpenter with

helper will invariably be kept throughout the period of concreting. 7ovement

of labour and other persons shall be totally prohibited over reinforcement laid

in position. ;or access to different parts, suitable mobile platforms shall be

provided so that steel reinforcement in position as not disturbed. ;or ensuringproper cover, mortar blocks of suitable si?e shall be cast and tied to the

reinforcement. Timber, kapachi or metal pieces shall not be used for this

purpose. 4oncreting of important structural members shall always be done in

the presence and under the supervision of departmental person not below the

rank of &sstt. !ngineer * &ddl. &sstt. !ngineer * :verseer or as instructed by

the !ngineer-in-charge. &fter removal of Gform work and suturing, the

executive !ngineer shall inspect the work and satisfy by random checks that

concrete produced is of good #uality. lastering shall not be allowed to the

exposed faces of concrete.

. n 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.

/. &ll necessary labour, materials, e#uipment etc. for sampling, preparing test

cubes, curing etc. shall be provided by the 4ontractor. Testing of the materials

and concrete may be arranged by the !ngineer-in-charge in an approved

laboratory at the cost of the contractor.

0 T;e payment +i** .e mae on cumt# .asis of t;e finis;e +ork#

"1. The unit rate for concrete shall include the cost of all materials, labour, tools

and plant re#uired for mixing, placing in position, vibrating and compacting

finishing as per directions of the !ngineer-in-charge, 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 centers and forms re#uired for the work.

Item No# 3

Empty .orin" t;rou"; a**# sorts of strata for pro9iin" /#(& 6 ia# R#C#C#

.ore pi*es to re?uire ept; inc*uin" pro9iin" necessary castin"

pipe +it; a** p*ants an e?uipment as re?uire comp*ete#

1. The diameter of thepiles shall be as given in the item. The casing pipe shall

be of sufficient thickness and strength to hold its original form and show no

harmful distortion after it and ad$acement shells have been driven and the

drawn core, if any, has been with dawn. Where bored cast-in situ piles are

used in soils, liable to flow the bottom of the casing shall be kept enough inadvance of the boring tool to prevent the entry o soil into the casing, thus


20/101

The water level in the tube should also be maintained at the natural ground

water level untilthe tube is sealed. The $oints of the casing shall be madeas

tight as possible to minimi?e inflow of water or leakage of air, where

compressed air isemployed to facilitate concreting.


21/101

/#0# The dimensions of scantlings and battens shall conform to the design. The

strength of the wood shall not be less than that assumed in the design.

(# )enera*

(#/# The concrete mix shall be designed from preliminary tests. The proportion of

the concrete mix shall be 1==% 51 cement = coarse sand = % graded stone

aggregate 2 mm. nominal si?e6 by weight of concrete work shall have

exposed concrete surface or as specified in the item.

(#(# The proportioning of cement and aggregates shall be done by weight and

necessary precautions shall be taken in the production to ensure that the

re#uired work cube strength is attained and maintained. The controlled

concrete shall be in grades of 7-122, 7-1'2, 7-22, 7-'2, 7-"22, 7-"'2 A

7-%22 with prefix controlled added to it. The letter 7 refers to mix and thenumbers specify days works cube compressive strength of 1'2 mm. cubes

of the mix expressed in Hg.*cm.

(#0# The proportion of cement, sand and coarse aggregate shall be determined of

weight. The weight batch machine shall be used for maintaining proper

control over the proportion of aggregates as per mix design. The strength

re#uirements of different grades of concrete shall be as under=

)rae of Concrete Compressi9e +orks test stren"t; in k"*cm (&m / conucte in accorance +it; IS#8


22/101

Where the strength of a concrete mix, as indicated by tests, lies in between

the strength for any two grades specified in the above Table such concrete

shall be classified for all purposes as concrete belonging to the lower or the

two grades between which its strength lies.

". 4oncrete mix shall be designed on the basis of preliminary test so as attain astrength at least"" per cent higher than that re#uired on work tests. The

proportions for ingredients chose shall be such that concrete has ade#uate

workability for conditions prevailing on the work in #uestion and can be

properly compacted with the mean available, !xcept where it can be shown to

the satisfaction of the !ngineer-in-charge that supply of properly graded

aggregate of uniform #uality can be maintained till the completion of work,

grading of aggregate should be controlled by containing the coarse

aggregates in different si?es and bleding them in the right proportions as

re#uired aggregates of different si?es shall be stocked in separate stock piles.

+e#uired #uantity of material shall be stock piled several hours, preferable aday, before use. 3rading of coarse and fine aggregate shall be checked as

fre#uently as possible, fre#uency for a given $ob being determined by the

!ngineer-in-charge to ensure that the suppliers are maintaining the uniform

grading as approved for samples used in preliminary tests.

%. n proportioning concrete, the #uantity of both cement and aggregate shall be

determined reasonable number of bags shall be weighed separately to check

the net weight. Where cement is weighted from bulk stocks at site and not by

bags if shall be weighed separately from the aggregates. Water shall either be

measured by volume in calibrated tanks or weighed. &ll measuring e#uipment

shall be a maintained in a clean, and serviceable condition. Their accuracyshall be periodically checked.

'. t is most important to keep the specified water-cement ratio constant and at

its correct value, To this end, moisture content in both fine and coarse

aggregates shall be determined by the !ngineer-in-charge according to the-

weather conditions. The amount of mixing water shall then be ad$usted to

compensate for variations in the moisture cement. ;or the determination of

moisture content in the aggregates, 0 8 "( 5part-ll6 shall be referred to

0uitable ad$ustments shall also be made in the weights of aggregates to allow

for the variation in weights of aggregates due to variation in their moisture

content. 7inimum #uantity of cement to be used in controlled concrete shall

not be less than 12 kg. per cubic meter in plain concrete and not less than

"22 kg*per cubic meter in reinforced concrete structural members. The

minimum #uantity of cementI for pre-stressed concrete work shall not less

than "(2 kg*per cubic meter of concrete nor shall it more than '%2 kg*per

cubic 7eter of concrete

(. ;ollowing shall be the maximum nominal si?e of coarse aggregate for the

different items of work.

9o. tem of 4onstruction 7ax nominal si?e of coarseaggregate


23/101

1 +44 well curb, well steining %2 mm

Well cap solid type piers (" mm

" &butment, wing wall, pier cap %2

% +44 in cross girder, desk slab,wearing coarse, kerb, approach slab 2 mm

' +44 pearing &s specified on drawing or asdesired by !ngineer in charge.

( ;or any other item not covered in1 to '

-- do --

;or heavily reinforced concrete members as in the case of ribs of main

beams, nominal maximum si?e of aggregate shall usually be restricted to '

mm. less than the minimum laternal clear distance between the main bars or

' mm. less than the minimum cover to the reinforcement whichever is the

smaller.

. ;ine aggregate shall be clean, hard, coarse sand. t shall be free dust and

such other substances. The sand be get approved by the !ngineer-in-charge.

. &ll materials shall be stored as to prevent deterioration of there #uality and

fitness for the work. &ny material which has deteriorated or has been

damaged or is otherwise considered defective by the !ngineer-in charge

.shall not be used in the works.

/. 4ement shall be stored above the ground level in perfectly dry and watertightsheds Wherever bulk storage containers are used their capacity should be

sufficient to cater to the re#uirements at site and should be cleaned at least

once every " to % months. The aggregates shall be stored in such a way as to

prevent admixture of foreign materials. Different si?es of fine or coarse

intermixing the materials.

12. The water for mixing shall be potable water to satisfaction of the !ngineer-in-

charge The #uantity of water shall be $ust sufficient to produce a dense

concrete of re#uired workability for the $ob.

11. ;or all work concrete shall be mixed in a mechanical mixer which along with

other accessories shall be kept in first class workingG condition and so,

maintained throughout the construction 7ixing shall be continued till materials

are uniformly distributed uniform colour of the entire mass is obtained and

each individual particle of the Gcoarse aggregate shows complete coating

of .mortar containing its proportionate amount of cement. n no case shall the

mixing be done for less than minutes after all ingredients have been put into

the mixer.

1. 7ixer which have been out of use more than "2 minutes shall be thoroughly

cleaned before putting in a new batch. )nless otherwise agreed to be the!ngineer-in-charge, the first batch of concrete from the mixer shall contain


24/101

only two thirds of normal #uantity of coarse aggregate 7ixing plant shall be

thoroughly cleaned before enhancing from one type of cement to another.

1". The method of transporting and placing concrete shall be approved by the

!ngineer-in-charge. 4oncrete shall be transported and placed that no

contamination, segregation or loss of its constituent materials takes place. &llform work and reinforcement contained in it shall be cleaned and made free

from standing water, dust snow or ice immediately before placing of concrete.

9o. concrete shall be placed in any part of the structure until the approval of

the !ngineer-in-charge has been obtained.

1%. f concreting is not started within % hours of the approval being given. t shall

have to be obtained again from the !ngineer-in-charge. 4oncreting then shall

proceed continuously over the area between construction $oints. ;resh

concrete shall not be placed against concrete which has been in position for

more than "2 minutes unless a proper construction $oint is formed. 4oncrete

shall be compacted in its final position within "2 minutes of its discharge from

the mixer-unless carried in properly design agitators, operating continuously

when this time shall be within " hours of the addition of cement to the mix and

within "2 minutes of its discharge from the agitator !xcept where otherwise

agreed to be the !ngineer-in-charge 4oncrete shall be deposited in hori?ontal

layers to a compacted depth of not more than 2.%' meter when internal

vibrator are used not exceeding 2."2 meter in all other cases.

1'. )nless otherwise agreed to be !ngineer-in-charge concrete shall not be

dropped into place from a height exceeding meters. When trunking or

chutes are used they shall be kept clean and used in such a way as to avoidsegregation. When concreting has to be resumed on a surface which has

hardened, it shall be roughened swept clean thoroughly wetted and covered

with a 1" mm, thick layer of mortar composed of cement and sand in the

same ratio as in the concrete mix itself. This 1" mm. layer of mortar shall be

freshly mixed and placed immediately before placing of new concrete. Where

concrete has not fully hardened, all laitance shall be removed by scrubbing the

wet surface with wire or bristle brushes care being taken to avoid dislodgment

of particles of coarse aggregate. The surface shall then be throughout wetted

all free water removed and then coated with neat cement grout. The first layers

of concrete to be placed on this surface shall not exceed 1'2 mm. in

thickness and shall be well rammed against old particular attention being

given to corners and close sports.

1(. &ll concrete shall be compacted to produce a dense homogeneous mass with

the assistance of ibrators, unless otherwise permitted by the !ngineer-in-

charge for exceptional cases such concreting under water, where vibrators

can not be used. 0ufficient vibrator in serviceable condition shall be kept at

site so that spare e#uipment is always available in the event of break downs.

1. mmediately after compaction, concrete shall be protected against harmful

effects of weather including rain, running water, shocks, vibration, traffic, rapidtemperature changes, frost and drying out process. t shall be covered with

wet sacking, Eessian or other similar absorbent material approved by the


25/101

!ngineer-in-charge soon after the initial set, and shall be kept continuously

wet for a period of not less than 1% days from the date of placement.

7asonary work over the foundation concrete may be started after % hours of

its laying but the curing of concrete shall be continued for a minimum period

of 1% days,

1. ;orm work shall include all temporary or permanent forms re#uired for

forming the concrete, together with all temporary construction re#uired for

their support. ;ormwork shall however be delivered into following two district

categories =-

516 0huttering i.e. from work re#uired for forming the concrete.

56 0caffolding i.e. formwork re#uired for supporting shuttering.

;orms for shuttering shall be constructed only, in metal suitably lined. ;orms

for scaffolding construction and shuttering shall be true to shape and dimensionsshow on the drawings. &ll bolts and reverts shall be counter-suck and well ground to

provide a smooth, plane surface.

1/. ;orms shall be mortar-tight and shall be made sufficiently rigid by the use of

the ties and bracings to prevent any displacement or sagging between

supports. They shall be strong enough to with stand all pressure, ramming

and vibration without deflection from the prescribed .lines occurring during

and after placing the concrete. 0crew $acks or hardwood wedges where

re#uired shall be provided to make up any settlement in the formwork either

before or during the placing con concrete. 0uitable camber shall be provided

in hori?ontal members of structure specially in long spans to counteract theeffects of any deflection. The formwork shall be so fixed as to provide for such

camber, ;orms shall be so constructed as to be removable in sections in the

desired se#uence. Without damaging the surface of concrete or disturbing

other sections. )nless otherwise specified or directed, chambers or fillets of

si?es ' mm x ' mm shall be provide at all angles of formwork to avoid

sharp corners.

2 The inside surface of shuttering shall> except in the case of permanent form

work or where otherwise agreed to be the !ngineer-in-charge be coated with

an approved materials to prevent adhesion of concrete to the form work.

+elease agents shall be applied strictly in accordance with the manufactureGs

nstructions and shall not be allowed to come into contact with any

reinforcement or pre-stressing tendons and anchorages. Different release

agent shall not be used in form work for concrete which will be visibleG in the

finished works.

1. 0pecial measure shall be taken to ensure that the form does not hinder the

shrinkage of concrete because without these cracking could occur before the

form work is removed. Wherever applicable arrangement must be made to

ensure that the form work does not restrain the shortening and hogging of the

beams or slabs during tensioning of the tendons. The formwork should takedue account of the calculated amount of positive or negative camber so also

ensure the correct final shape of the structure having regard to the


26/101

deformation due of false work, scaffolding or propping and the instantaneous

or deferred deformation due to various causes affecting pre-stressed

structures. Where they are re-entrain angles in the concrete sections the form

work should be removed at these sections as soon as possible after the

concrete has set in order to avoid cracking due to shrinkage of concrete.

;orm work shall be tight enough to prevent any appreciable loss of cementduring vibrations 0uitable tolerance should be provided in the formwork.

mmediately before concreting all forms shall be thoroughly cleaned.

4ontractor shall give the engineer-in-charge due notice before placing any

concrete in the forms to permit him to inspect and accept the false work and

forms as to their strength, alignment and general fitness but such inspection

shall not relieve the contractor of his responsibility for safety of men,

machinery, materials and for results obtained.

. The !ngineer-in-charge shall be informed in advance by the contractor of his

intention to strike any formwork. While fixing the time for removal of for work,due consideration shall be given to local conditions that influence the setting

of 4oncrete and of concrete and of the materials used in the mix. Where filled

operations are controlled by strength tests of concrete the removal of the load

supporting of soffit forms may commence when concrete has attained

strengthing props including the effect or any further additional of loads. When

field operations are not controlled by strength tests of concrete the vertical

forms of beams, columns and wall may be removed after days, Tile props of

slabs and beams may be removed after 1% and 1 days respectively. &ll

formwork shall be removed without causing any damage to the concrete.

4entering shall be gradually and uniformly lowered in such a manner as to

permit the concrete to. take stresses due to its own weight uniformly and

gradually, Where internal metal ties are permitted, they or their removable

parts shall be extracted without causing any damage to the concrete and

remaining holes filled with motor 9o. permanently embedded metal part shall

have less than ' mm. cover to the finished concrete surface. Where it is

intended to cleaned and made good to the satisfactions of the !ngineer-in-

charge.

". mmediately after the removal of forms, all exposed pars or bolts passing

through the 4ement 4oncrete member to a depth of at least ' mm. below

the surface of the concrete and the resulting holes be filled by cement mortar.&ll fins caused by form $oints all cavities produced by the removal of form ties

and all other holes and depressions, honeycomb spots, broken edges or

corners and other defects, shall be thoroughly cleaned, saturated with water

and carefully pointed and rendered true with mortar of cementI and fine

aggregated mixed in the proportions used in the grade of concrete that is

being finished and of as dry a consistency as is possible to use 4onsiderable

pressure shall be applied in filling and pointing to ensure through filling in all

voids 0urfaces which have been pointed shall be kept moist for a period of

twenty four hours. if rocks pockets* honey-combs, in the opinion of the

!ngineer-in-charge are of such an extent or character as to effect the strength

of the structure materially or to endanger the life of the steel reinforcement, he


27/101

may declare the concrete defective and re#uire the removal and replacement

of he portions of the structure affected.

%. n the case of reinforced concrete work, workability shall be such that the

concrete surrounds and properly grips all reinforcement. The degree of

consistency, which shall depend upon the nature of work and. methods ofvibration of concrete shall be determined regular slump test. ;ollowing slump

shall be adopted for different types of works.

Type of Work 0lump wherevibrator is used

0lump wherevibrator is not used

1 7ass conc. n +44, foundationfooting and retaining wall

12 to ' mm 2 mm


28/101

the presence and under the supervision of departmental person not below the

rank of &sstt. !ngineer*&ddl. &sstt. !ngineer*:verseer or as instructed by the

!ngineer-in-charge, &fter removal of Gform work and suturing, the executive

!ngineer shall inspect the work and satisfy by random checks that concrete

produced is of good #uality. lastering shall not be allowed to the exposed

faces of concrete.

. n reinforced concrete the volume occupied by reinforcement shall not be

deducted. The slab shall be measured as running continuously through and

the been as the portion below the slab.

/. &ll necessary labour, materials, e#uipment, etc., for sampling, preparing test

cubes, curing etc., shall be provided by the 4ontractor. Testing of the

materials and concrete may be arranged by the !ngineer-in-charge in an

approved laboratory at the cost of the contractor.

0 T;e payment +i** .e mae on cumt# .asis of t;e finis;e +ork#

"1. The unit rate for concrete shall include the cost of all materials, labour, tools

and plant re#uired for mixing, placing in position, vibrating and compacting

finishing as per directions of the !ngineer-in-charge, 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 Ifixing and

removing of all centers and forms re#uired for the work.

Item No# D

Pro9iin" an fi:in" in position stee* .ar reinforcement of stee* .ar

reinforcement of stee* "rae FE54/< T6T for R#C#C# .ore pi*es as per

etai*e ra+in" inc*uin" cuttin" ;ookin"> tyin"> +e*in" an inc*uin"

formin" t;e ca"e an *o+erin" it in position# Comp*ete#

/# )ENERA,

This work shall consist of furnishing and placing coated, or uncoated or high

strength deformed reinforcement, bars 5intentioned6 of the shape and dimensions

shown on the drawings and conforming to these 0pecifications or as approved by

the !ngineer in charge.

(# 6ATERIA,

(#/# T6T Bars

+einforcements may be either T.7.T. ;!-%1' 3rade tensile steel, high strength

deformed bars. They may be uncoated or coated Gwith epoxy or with approved

protective coatings.

(#(# T.7.T. bars reinforcement for + 4 4 work shall conform 0 %" 5art 6 1/(( and

shall be of tested #uality. t shall also comply with relevant part of 0 %'(-1/((.

(#0#&ll reinforcement shall be clean and free from dirt, paint, grease or oil, all scale


29/101

(#4# &ll steel shall be procured form original producers no re-rolled steel shall be

incorporated in the work.

(#


30/101

2#(# +einforcing steel shall conform accurate to the dimensions given in the bar

bending schedules shown on relevant drawing

3# BEN7IN) OF REINFORCE6ENT

3#/#


31/101

whichever is greater. Eori?ontal reinforcement shall not be, allowed to sag between

supports.

%#2#9ecessary stays, blocks, metal chairs, spacers, metal hangers supporting wires

etc, or other subsidiary, reinforcement shall be provided to fix the reinforcements

firmly in its correct position.

%#3#)se of pebbles, broken stone, metal pipe, brick, mortar or wooden blocks etc as

devices for positioning reinforcement shall not be permitted.

%#%#


32/101

/#


33/101

than the normal cross section of the bar. Threads shall be standards threads 0teel for

coupling shall conform to 0 (

/D# When permitted or specified on the drawings $oints of reinforcement bars shall

butt-welded so as to transmit their full stresses Welded $oints shall preferably be

located at points when steel will not be sub$ect to more than ' percent of themaximum permissible stresses and welds so staggered that at any one section not

more than 2 percent of the rods are welded :nly electric are welding using a

process which excludes air form the molten metal and conforms to any or other

special provisions for the work shall be accepted 0uitable means shall be provided

for holding bars securely in position during welding t shall be ensured that no voids

are left in welding and when welding is done in two or three stages previous surface

shall be cleaned properly !nds of bars shall be cleaned of all loose scale rust stages

paint and other foreign matter before welding :nly competent welders shall be

employed on the work. The 7 0 electrodes used for welding shall conform 0 1%

Welded pieces of reinforcement shall be tested. 0pecimen shall be taken form theactual site and their number shall fre#uency to test shall be as directed by the

!ngineer in charge

//#& 6O7E OF 6EAS=RE6ENTS PA6ENT

//#/# ;or the purpose of payment the bar shall be measured correct up to 12 mm

length and weight payable works out at the rate specified below

Sr#

No

7iameter of

stee*

+ei";t of

stee* per

runnin"

meter

Sr# No 7iameter of

stee*

+ei";t of stee*

per runnin"

meter

/ 2 mm (( K" '

Rmt

% (& mm (#43 K" ' Rmt

( % mm D K" '

Rmt

D (( mm (#D% K" ' Rmt

0 /& mm ( K" '

Rmt

/& (< mm 0#%< K" ' Rmt

4 /( mm %D K" '

Rmt

// (% mm 4#%0 K" ' Rmt

< /4 mm /#(/ K" '

Rmt

/( 0( mm 2#0/ K" ' Rmt

2 /2 mm /#


34/101

of as per table given above even though steel is supplied to the contractor by the

department on actual weight. 8ength shall include hooks at the ends. Wastage and

annealed steel wire for binding shall not be measured and the cost of these items

shall be deemed to be included in the rate for reinforcement.

//#0#The rate for reinforcement includes cost of steel binding wires, its carting fromDepartment 0tore to work site with all leads and lifts 5in case of it is supplied by

department6, cutting, bending, placing in position, binding and fixing in position as

shown on the drawings and as directed. t shall also include all devices for keeping

reinforcement in approved position, cost of $oining as per approved method and all

wastage and spacer bars.

//#4#The rate shall be for a unit of 6#T# .asis#

Item No# /&

,oa testin" of founaion pi*es inc*uin" *oain" +it; necessary

kent*e"e of any ot;er suita.*e met;o as per etai*e#

1. 8oad test may be carried out as decided by the !ngineer in charge on one or

more working piles. reloading shall be not less than one and a half times the

estimated safe load carrying capacity of the pile in case of sandy soils and

two times the estimated safe load in the case of clayey soils.

. The test shall be commence as early as possible after driving of the piles.

The test shall be carried out by applying a series of load on +.4.4. 4ap over

a pile or a group of piles unaided by any other support. The road shall

preferably by applied by means of hydraulic $ack reacting against a loaded

platform or against heavy +.0. Loists or a suitable load frame held down by

anchor piles or other anchorages, which shall he pre-loaded to not less than

one and-a-half times the estimated safe load carrying capacity of the pile. The

load applied by the .$ack should be co-axial with the test pile. Wherever

tension piles or other suitable anchors are used to sustain the loaded

platform, the centre distance between the test pile and anchor pile should be

minimum of ' times the test pile diameter. The hydraulic $ack used shall be of

ade#uate capacity and shall have a pressure gauge and a remote control

pump.

".


35/101

upon non-movable supports. The supports for datum bar with reference to

which the settlement of the pile would be measured shall be at least ' MdF

away, clear from the piles, where MdF is the diameter of the pile sub$ect to a

minimum of meters for good sandy soils and ' metres for loose soils.

%. The test load shall be applied in e#ual increments of about one fifth of the

estimated safe load and reduced to srnaller increments at the final stages as

or directed by the !ngineer-in charge. &lternate loading and unloading of

each load increment shall be performed and the elastic and plastic settlement

recorded.

'. !ach stage of loading or unloading shall be maintained till the rate of

movement of the pile top is not more than 2.2 mm. per hour in case of clay

soil and 2.1 mm. per hour for sandy soil.

(. The loading shall be continued upto 1 1* times the estimated safe load on

the pile or when the total settlement of pile top*cap e#uals the value specified

below.

&ssessment of safe load shall be as under=

5a6 Two-thirds of the final load at which the total settlement attain a value

of 1 mm unless it is established that a total settlement different from1 mm is permissible in a given case on the basis of nature and type

of the structure in the latter case the actual total settlement

permissible shall be used for assessing the safe load instead of 1

mm.

5b6 ;or a group of piles, two-thirds of the final load at which the total

settlement attains a value of %2 mm.

. ,atera* *oa test 85This test shall be carried out at the cut off level of the

piles. Two or more test pile which may be part of the working piles driven to

the re#uired depth and spacing shall be used for the tests. The lateral load at

the cut off level shall either be applied by a $ack inserted between the piles or

by some other arrangement capable of facilitating the application of desired

pull.

The loading shall be applied in increments of about 2 percent of the

estimated safe load, reducing to smaller increments in the final stages of the

test. The next increment shall be applied after the rate of displacement is


36/101

about 2.2' mm per hour in sandy soils and 2.2 mm. per hour in clayey soils

or two hours whichever is earlier.

8ateral displacement shall be recorded by using at least two dial gauges

spaced at "2 c.m. and kept hori?ontally one above the other on each pile.Where it is not possible to locate the dial gauges h. line of the $ack axis, then

the two dial gauges be kept at a distance of "2 cm. at a suitable height and

the displacement at load point, interpolated from similar triangles.

The safe lateral load on the pile shall be taken as the least of the following=

5a6 '2 per cent of the final load at which total displacement increases to 1

mm.

5b6 ;inal load at which total displacement corresponds to ' mm and

5c6 8oad corresponding to any other specified displacement due to

performance re#uirements.

. The measurement fur payment shall be per num.erof load test on piles.

/. The )nit includes all materials, labour, e#uipment plant, platform, gauges for

the purpose of recording result to complete the $ob.

Item No# //

Initia* Pi*e ,oa Test on pi*es for (#< times t;e esi"n *oa specifie in

ra+in"s in non +orkin" areas in t;e 9icinity of t;e .ri"e site>

inc*uin" cost of test pi*e#

Static ,oa Test for Pi*e

5i6 3eneral=

n order to determine the carrying of pile, static load tests shall be undertakenby the contractor on single pile as indicated on drawings. iles to be tested

shall be cast in situ at least "2 days before loading, before any load test is

made, the proposed arrangement of the structure and kentledge to be used in

making the load test shall have to be approved by the !ngineer-in-charge. &ll

load test shall be made under the supervision of the !ngineer-in-charge. &ll

responsibilities for conducting the test safely and properly shall rest with the

contractor.

5ii6 reparation of ile Eead for Test =

The pile head shall be chipped of carefully till sound concrete is met with andthe reinforcement shall either be cut off for initial test or bent sideways and


37/101

the top shall be capped by means of a suitably +44 cap. & bearing plate may

be embedded on the top to receive the loading $ack.

5iii6 rocedure for 8oad Testing =

5a6 The test shall be carried out by applying a series of vertical load increments

on the pile, the load increments shall be e#ual to about 2@ of the estimated

working load on the pile.

5b6 The test load may be applied by means of hydraulic $ack with pressure

gauges, with remote pumps acting against rolled steel $oints or suitable load

frame obtaining reaction from=

5i6 Hent ledge heavier than the re#uired test load, placed on a platform

supported clear of test pile. &ny existing structure of suitable construction

may be used as a Hent ledge. The centre of gravity of the Hent ledge

shall also be concentric with the pile axis.

:+

5ii6 Tension piles or suitable anchors. The centre to centre distance between

the test piles and the anchor piles shall be a minimum of five times the

diameter of the test pile. working piles shall not be used as anchor piles.

5c6 The reaction to be made available for the test shall be at least '@ more than

the final test load proposed to be applied.

(d)The settlement shall be recorded at least with three dial gauges for single piles

and four dial gauges for group of test piles and positioned at e#ual distancesalong the periphery of the pile and held normally by detum bars resting onimmovable supporters at least ' x D 5sub$ect to a maximum .' m6 away fromthe test pile periphery where D is the diameter of the test pile shaft.

(e)!ach stage of loading shall be maintained till the rate of movement of the pile top

is less than :. mm per hour in sandy soils and 2.2 mm per hour in clayeysoils. ;or this purpose, the soil met with at the tip of the pile shall beconsidered. The estimated safe working load on the pile shall be kept in

position for at least % hours and during this period settlement readings shallbe recorded every hour.

(f)!ach stage of application of the load increment shall be smooth and free from

$erks, time and settlement observations shall be made at the commencementand completion of the load increment. 0ettlement observations shall be madewhen each increment of load had been maintained for at least 1' minutes.

The loading shall continue for the specified load for the type of test in #uestion

or failure of the pile, should this occur earlier.

&fter the proposed working load had been applied and from each increment

thereafter, the test load shall remain in place until there is no settlement in two

hours period. The total test load shall remain in place until settlement does


38/101

The total test load shall be removed in decrements not exceeding 1*' of the

total test load. The rebound shall be recorded after each decrement is

effected and the final rebound shall be recorded, % hours after the entire test

load had been removed.

& complete record in triplicate shall be filled with the !ngineer or the loadsand readings obtained, duly verified and countersigned by the !ngineer.

5iv6 4osts =

The tested piles will be used as usual foundation piles if it is a routine test and

no extra payment shall be made except for load test on this pile.

Tendered shall include cost of all materials, accessories and labour including

construction of pile top loading platform and dismantling the same, for the

load test.

&cceptance 4riteria>

/#For Routine ,oa Tests 8

The tests shall be considered as successful, provided that N

5a6 The total settlement at the full test load of 1.' times the proposed

design load for the pile is not more than 1 mm.

5b6 The net settlement on removal of entire test load is not more than (

mm.

5c6 8oad settlement curve shall not indicate failure of the pile within the

above range of settlement.

(# Cyc*ic ,oa Test 8

4yclic load test may have to be carried on the test pile if directed by

the !ngineer. This load test shall be carried out as per 4l. (." of 0 =

/11 with procedure laid down in &ppendix & in the said 0=/1 5art

6 1/'. 8oading shall be continued till, there is no marked

progressive settlement of the pile. The rate #uoted for pile foundation

shall be inclusive of such test.

0# ,atera* ,oa Test 8

5i6 rocedure for 8oad Test =

This test shall be conducted as far as possible at the cut off level of

the piles. n case of pile groups the test shall be conducted after

providing caps such that the re#uired condition of actual use fulfilled.

The test may be conducted by introducing a hydraulic $ack, with gauge

between two piles or pile groups under test or the reaction may be

suitable obtained otherwise these tests may also be done by applying

lateral pull by a suitable set up. f it is conducted by $ack located


39/101

taken as the lateral resistance of each pile or group. The loading

should be applied in increments of about 2@ of the estimated safe

load.

&fter applying each increment of load, the next increment of load shall

be applied after the rate of sandy solid and 2.2 mm per hour in clayeysoil or two hour which ever is earlier.

Displacements shall be measured by using at least two dial gauge

spaced at "2 cm and kept hori?ontally one above the other on each

pile. Where it is not possible to locate one of the dial gauges in the line

of $ack axis, then the two dial gauges may be kept at a distance of "2

cm at a suitable location from similar triangles.

5ii6 &cceptance 4riteria= The safe lateral load on a pile shall be taken as

the least of the following=

;ifty percent of the final load at which total displacement

increases to 1 mm.

The load at which the displacement is e#ual to ' mm.

8oad corresponding to any other displacement specified and dictated

by performance re#uirements.

6EAS=RE6ENT FOR PA6ENT 8

The measurement shall be in 7.T. load on pile for load test.

RATE 8

The 4ontract )nit +ate include cost of all materials, accessories and labour

including construction of pile top loading plate from and dismantling the same,

for the load test the rate shall be for unit of :ne 7.T.

Item No# /(

Pro9iin" an castin" in5situ contro**e cement concrete 6 0< For

R#C#C# pi*es cap inc*uin" necessary form +ork 9i.ratin"> curin" an

finis;in" comp*ete#

The work shall be executed as per specification of Item No#% except

that the grade and si?e of contro**ecement concrete 650< "rae for RCC

+ork for pi*e cap +it; (&mm o+n coarse a""re"ate of t;e re?uire si@e

for any ept; instead of except the grade and si?e of contro**e cement

concrete 650< "rae for RCC +ork for .ore pi*es of iameter as .e*o+


40/101

+it; (&mm o+n coarse a""re"ate of t;e re?uire si@e for any ept;

shall be considered.

Item No# /0

Pro9iin" an fi:in" in position stee* .ar reinforcement of stee* .ar

reinforcement of stee* "rae FE54/< T6T for R#C#C# PI,E Cap inc*uin"

cuttin" ;ookin"> tyin"> +e*in" etc> comp*ete as per etai*e ra+in"

an specification

The work shall be executed as per specification of Item No#D except

that the T6T FE54/< )rae $S7 .ars reinforcementfor pi*e cap instead

of$i"; ie* Stren"t; 7eforme $S7 .ars reinforcementfor RCC pi*e

shall be considered.

Item No# /4

Pro9iin" San fi**in" in approac; portion of RE Wa** as per 6ORT$

section 0/&& inc*uin" *ayin" of eart; as per specification for

compaction in (


41/101

The fill shall also be free from organic or otherwise deleterious materials so as

not to cause corrosion of the soil reinforcement and facia panels. t shall

conform to the following physicochemical re#uirements.

;ill material shall have a resistivity of '222 ohm-cm or more determine based

on standard lest as directed by the engineer and materials with resistivity less

than 1222 ohm-cm are in ade#uate and shall not be used.

7aterial with resistivity between '222 A 1222 ohm-cm are acceptable

provided there in water extracted from soil N water mix, the content of

chlorides does not exceed 22 7, the content of 0ulphate does not

exceed 1222 7, and the pE value is in the range of P'Q12.

3ood drainage characteristic of the select fill shall be maintained all through

the design life of the +! wall including guarding the fill against the effect or

R4hanceS water logging of the facility.

The select fill shall be compacted to insure achieving peak angle friction not

lower than 'O as established from the direct shear test 502 t. 1"6 ;or

design, effective cohesion of fill shall be taken as ?ero.

Water used for compaction of the select fill should have minimum resistivityexceeding 22 ohm-cm.

The fill material for reinforced earth structure shall have and angle of interface

friction between the compacted fill and the reinforcing elements of not less

than 'O 4 measured in accordance with 0 = 1""( 5art-16 The soil should

be predominantly course grained> not more than 12@ of the particles shall

pass ' micron sieve. The soil should have properties such that die salts in

the soil should not react chemically or electrically with die reinforcingelements in an adverse manner.

3rading for granular earth fill Table 9o. %22. of 7:0T 0!4;4&T:9

;:+ +:&D &9D


42/101

< 11. mm 11. mm 122

'.( mm /2-122

12 micron 1'-"'

P$SICA, RE=IRE6ENTS8

The material shall be coarse sand confirming to

5163rain si?e is as per table above.

560oaked 4


43/101

be sufficient in number to allowed taking up of sectoral construction schedule

specified in the design.

7raina"e 8

Drainage shall be very strictly followed as per drawing and specifications in

detail. The reinforce earth back fill is considered a self-draining media having

sufficient permeability to relive hydrostatic pressures. Eowever, water logging

in the reinforced fill increase the pore pressures coefficient thereby resulting

in tensile forces in reinforced soil structure, reducing the stability of the

structure.

Wherever, there is probability of such occurrence drainage outlets at the

bottom level $oints of panels with provision of non-woven geotextile backing

shall be provided along the facia for drainage redundancy. The geotextile

used as filter shall meet the re#uirements of 7:0+TAE 0pecification of road

and bridges work clause 2..".

The retained fill shall have drainage bay, minimum (22mm wide, with 1/.'mm

to /.1 mm well graded crusted aggregate with fine contents Q'@ to allow free

draining of the reinforced fill along with the retained fill. The panel $oint above

"22mm of existing ground level shall be field with the $oint fillers as per t. .2

and as approved by the !ngineer.

6easurement for Payments 8

The measurement for payment of granular earth fill shall be in cubic meters

for compacted soil and shall be maid against relevant items of fill behind

reinforced soil structures.

Rate 8

The rate for soil fill shall include selection, supply, placing, compaction, and

#uality control tests etc. for approved earth fill. The rate shall also include the

cost of labour, plant*machinery, transportation for all lead and lifts etc. as

re#uired for completing the work. +ate shall be for unit of one 4ubic 7etre.

Item No# /


44/101

Pro9iin" an *ayin" +eep ;o*e in a.utment an return .y usin" A#C#

pipes of /&& mm# 7iameter inc*uin" *ayin" in proper "rae an joinin"

etc# comp# As per etai*e specifications#

The weep holes in the masonry * mass cement concrete of abutment andreturns shall be provided of the &4 122 mm dia. pipe. The pipe shall be fixed

of suitable length A in full thickness of the masonry * concrete work.

9ecessary i.e. grating shall be provided on back side of abutment A returns

on the inlet of opening of weep holes.

7aterials The &4 pipes 122mm dia.

The &sbestos cement pipe of diameters specified in description of the item

shall conform to .0. 1((-1/22. The interior of pipe shall have a smooth

finish, regular surface A regular internal diameter.

The tolerance in all dim. shall be as per 0 1/(-art- 1/2.

The grating shall be of 4.. 122 mm. dia. A per +4 specification.

The weep holes shall be provided 1 meter 4*4 shall be placed in staggered.

&fter laying weep holes, it shall be clear of earth and other materials from itscomplete length.

The rate shall be paid on 9umber basis.

Item No#/2

Pro9iin" an castin" in situ contro**e cement 650& for R#C#C# +ork in

piers an a.utment as per ra+in" inc*uin" centerin" s;utterin"

scaffo*in" +;ere necessary *ayin" 9i.ratin" curin" an finis;in"comp*ete#E:pose concrete finis; an form mark as irecte .y

En"ineer5in5c;ar"e>etc# comp*ete as per specification#


that the grade and si?e of contro**ecement concrete650& "raefor RCC

+ork for founation of pier> a.utment an retainin" +a** +it; (&mm

o+n coarse a""re"ate of t;e re?uire si@e for any ept; instead of

except the grade and si?e of contro**e cement concrete650< "rae for


45/101

RCC +ork for .ore pi*es of iameter as .e*o+ +it; (&mm o+n coarse

a""re"ate of t;e re?uire si@e for any ept; shall be considered.

Item No#/3

Pro9iin" an *ayin" in position fu**y mou*e restraine E*astomeric

.earin" as per etai*e ra+in"s#

1. The term MbearingsF in this case shall refer to an elastomeric beating

consisting of one or more elastomer slabs bonded to metal plates during

manufacture so as to form a sandwich arrangement, while M


46/101

youngGs 7odulus-%2 O4 Hg*cm

". &dhesive used n bearing location attachment to bridge decks shall be sub$ect

to the approval by the !ngineer- in-charge. t shall be of high viscosity

resigns, which are cold setting and free of solvent. &dhesive shall not be used

to bond layers of cured elastomer. 7ild steel used for plate reinforcement

shall comply with the re#uirements of relevant 0. The 4ontractor shall furnish

to the !ngineer-in-charge a certificate by the 7anufacturer that the elastorner

and fabric 5if used6 in the elastomeric bearing conforms to all the above

re#uirements. The certification shall be supported by a certified copy of the

results of tests, performed by the 7anufacturer upon samples of the

elastomer and fabric to be used in the bearings.

The contractor shall, whenever re#uired, during the course of

manufacture arrange and offer all facilities for the purpose of inspection and

test of all or any of the material used therein, to any officer as directed by the

!ngineer-in-charge and the bearings and similar parts shall be used in the

superstructure except on the production of certificate of acceptance thereof

from the Directorate of nspection whenever necessary. &ll the inspection

charges shall by payable by the contractor.

%. The thickness of a single layer bearing shall riot exceed 2 per cent of the

least plan dimension. The total thickness of a laminated bearing shall not

exceed %2 per cent of the least plan dimension. The thickness of any internal

layer of elastomer shall not be less than ( mm nor greater than 1 mm. The

thickness of outer plates shall be not less than " mm. and that of inner plate

not less than 1.' mm. 7etal plates in which dowels are located shall be, in

general, not less than ( mm. thick. The edges of all plates shall be lightlyrounded to approximately ' mm. rapid. The metal plates referred above

should not be composed of thinner plates $oined together. 8aminated


47/101

considered as a simple protection and need not therefore be considered in

calculating deflections. Where above elastomer covers are provided, there is

no ob$ection to keeping the thickness of top most and bottom most plates

same as that of inner plates.

'.


48/101

be accepted and will be permitted to be used. The Department shall not

accept any responsibility for the cost of bearings re$ected.

. 5i6 Tolerances on length and width 2, K' mm.

5ii6 Tolerances on thickness for single 2.' mm.

layer pad.

5iii6 Tolerance on total thickness

MhF of finished bearings.

12 Q h V "2mm = 2.' mm

"2 Q h V '2mm = 2. mm

'2 Q h V 2mm = 2./ mm

2 Q h V 12mm = 1.1 mm

5iv6 The parallelism of the individual elastomer laminations far a finished

bearing, shall not exceed the tolerances specified at 5ii6 above when

measured at the extremities of the laminations.

. roper arrangement shall be made to avoid corrosion of metal plates or

deteriorating of adhesive by encasing the bearings totally in elastomer or by

some other method approved by the !ngineer-in-charge.

/. 5i6 When bearing assemblies on plates are shown on the drawing to be placed

5not embedded6 directly on concrete, the concrete bearing area shall be

constructed slightly above grade and shall be finished by grinding.

5ii6 t shall be ensured that bearings are set truly level and in exact position as

indicated on the drawings so as to have full and even bearing on the seats.

Thin mortar pads 5not exceeding 1 mm.6 may be made to meet with this

re#uirements.

5iii6 t shall be ensured that the bottoms of the girders to be received on the

bearings are plane at the location of th/se bearings and care shall be take

that the bearing are not replaced while placing the girders.

5iv6


49/101

shall not very more than 1.' mm. from a straight edge placed in any direction

across the areas.

5v6 The position of the bearings shall be accurately marked on the pier

abutment cap and the area where the bearings are to be located levelled

accurately.

5vi6 The concrete surface shall be free from any loose material and

cleared of grease oil, paint etc. and it shall be dry at the time of fixing.

5vii6 The surface of elastomer shall be free any foreign material.

5viii6 :nce prepared, the concrete or elastomer shall not be touched with

bare hand.

5ix6 The bearings shall be covered with canvas or a suitable covering

material protect from direct sun-light and weather until the concrete on

superstructure is cast.

5x6 The bearings shall be fixed in position with epoxy resin adhesive of

approved #uality.

5xi6 The concreting of superstructure shall be taken up only after ensuring

that the adhesive for fixing the bearings or pier*abutment cap has set.

12 )nit rate shall be cubical contents of the bearing measured in 4u.cm.

11. The rate for each type of bearings shall include the cost of supplying and

fixing bearings in position complete. The rate shall also include the cost of

samples and their testing as desired by the !ngineer-in-charge. The rate shall

also include the cost of adhesives for fixing

Item No#/%Pro9iin" an castin" in situ contro**e cement concrete 6 0< 6i: for

R#C#C# +orks in pier cap a.utment cap an irt +a** inc*uin" contro**e

cement concrete 6 0< .e .*ock or peesta*s of re?uire ra+in"s>

centerin" s;utterin"> scaffo*in" +;ere9er necessary *ayin" 9i.ratin"

curin" an finis;in" comp*ete#


that the grade and si?e of contro**ecement concrete650< "raefor RCC

+ork for pier cap abutment cap and dirt wall +it; (&mm o+n coarse

a""re"ate of t;e re?uire si@e for any ept; 5$ei";t from & to < m


50/101

instead of except the grade and si?e of contro**ecement concrete 650 ;ookin"> tyin"> +e*in"

etc> comp*ete as per etai*e ra+in" an specification A A.utment

cap an irt +a** >Pier cap >seismic arrester

The work shall be executed as per specification of Item No#D except

that the T6T FE54/< )rae $S7 .ars reinforcementfor A.utment cap

an irt +a** >Pier cap >seismic arrester instead of $i"; ie* Stren"t;

7eforme $S7 .ars reinforcementfor RCC pi*eshall be considered.

Item No#(&

Pro9iin" an fi:in" / *a.our> .ens> fi:tures> specia*s etc# comp*ete as per ra+in"

an Sp# an as per irection of En"ineer#

/#& 6ateria* 8

3alv

specifications karjan

Documents