Corrigendum No. 1 - cidco. · PDF fileCORRIGENDUM NO. 1 BIDDING SCHEDULE ... setting of template with stubs, aligning and levelling ... for stub setting of 'C' type

1 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84

1

CORRIGENDUM NO. 1

BIDDING SCHEDULE Name of Work : Shifting of 22KV HT overhead lines (Paragon, Gavan, Nere &

Jawahar Feeders) passing through the various plots with construction of NBT tower line in Karanjade Node at Panvel.

C.A. No. : CIDCO/EE(ELECT-I)/2014-15/84

Sr. No. CIDCO Stage Vendor Stage

Start Date & Time (dd.mm.yy

hh:mm)

Expiry Date & Time (dd.mm.yy

hh:mm)

1 Main Tender

Preparation & Release

08-01-2015 11.00 Hrs.

09-01-2015 17.00 Hrs.

2 Main Tender Document Purchase

09-01-2015 17.01 Hrs.

23-01-2015 13.00 Hrs.

2A Uploading Queries from

Bidders 23-01-2015 13.01 Hrs.

03-02-2015 17.00 Hrs.

3 Reply of queries to Bidders

03-02-2015 17.01 Hrs.

10-02-2015 15.00 Hrs.

4

Complete Technical & Financial Bid preparation for

On-Line Submission of Document

Main Tender Schedule "A" Document & On-Line Bid

10-02-2015 15.01 Hrs.

19-02-2015 15.00 Hrs.

5 Close New Entries 19-02-2015 15.01 Hrs.

23-02-2015 18.00 Hrs.

6

E-handover of the prepared document (e-confirmation

of online transfer of document (e-handover))

23-02-2015 18.01 Hrs.

28-02-2015 15.00 Hrs.

7 Opening & scrutiny

of Original Bid Documents

02-03-2015 15.01 Hrs.

18-03-2015 17.00 Hrs.

8 Financial Bid Opening

18-03-2015 17.01 Hrs.

19-03-2015 17.00 Hrs.

NOTE : 1) All bidders are required to submit Undertaking for submission of Bid and original Bank

Guarantee towards EMD (if uploaded) up to 28/02/2015 upto 15.00 hrs in the office of concern Superintending Engineer (Elect), CIDCO Ltd., 6th Floor, CIDCO Bhavan, CBD Belapur, Navi Mumbai / Executive Engineer (Elect-I), CIDCO Ltd., 1st Floor, Raigad Bhavan, CBD Belapur, Navi Mumbai. The failure or omission to submit the original documents as said above shall disqualify the bidder for this bid and also debar the agency for issue of bids for further one year.

2) Bidder may attend financial bid opening as mentioned above. No separate intimation will be given regarding Bid opening.

3) Online pre- Bid queries should be uploaded on e-mail I.D. [email protected] of Executive Engineer (Elect-I) and the reply to these queries will be given as per time mentioned in Bidding Programme.

Chief Engineer (NMIA)

CIDCO Ltd.


2

Name of Work : Shifting of 22KV HT overhead lines (Paragon, Gavan, Nere & Jawahar Feeders) passing through the various plots with construction of NBT tower line in Karanjade Node at Panvel.

C.A.No. : CIDCO/EE(ELECT-I)/2014-15/84

REVISED SCHEDULE – “A”

Part-A :Dismantling Existing Line / Poles Sr. No. Item Description Qty. Rate Unit Amount

1 Dismantling of 22KV RSJ pole with bracket, clamps, insulators, stay from the cement concrete foundation and making the site clear by refilling the pits with excavated materials and bringing it to the ground level and transporting dismantled poles to store and handling over to the authority as directed by Engineer-in-charge.

70 615.00 No. 43050.00

2 Dismantling of Existing HT overhead line conductor including GI wires of all sizes without damaging complete from pole with making the coils in suitable sizes and transporting the same to the store and handing over to the authority as directed by engineer in charge.

15 816.00 Km 12240.00

3 Dismantling of lightening arrester and transporting the same to the store and handing over to the MSEDCL authority as directed by engineer-in-charge.

1800 60.00 No. 108000.00

TOTAL 163290.00

Total carried over to Grand Summary of Schedule “A” on Sl. Pg. No. 42


3

Name of Work : Shifting of 22KV HT overhead lines (Paragon, Gavan, Nere &

Jawahar Feeders) passing through the various plots with

construction of NBT tower line in Karanjade Node at Panvel.



Part-B : Shifting of 22KV HT overhead lines (Paragon & Gavan Feeders) with construction of NBT Tower line in

Karanjade Node at Panvel. Sr. No. Item Description Qty. Rate Unit Amount

1 Construction of pile

foundations for "A" Type tower

including check survey of line

including alignment, etc and

soil investigation, fixing of

datum, peg marking, clearing

of site, mobilisation of T&P

equipments at worksite,

providing suitable working

platforms, bunds, temporary

arrangements after completion

of work and making it good as

directed. The pile foundation

includes 4 (four) nos of

500mm. dia RCC cast in situ

piles in M25 of required depth

including reinforcement as

detailed below and as per the

drawing issued, using

bentonite slurry as required

and directives of the engineer

in charge including providing

8 nos of 16mm dia Tor steel

13 126683.00 No. 1646879.00


4

Sr. No.

Item Description Qty. Rate Unit Amount

reinforcement including

500mm. length above G.L.

and 8mm dia Tor steel helical

rings 100mm C/c. upto 1/5th

length from top and bottom of

pile & 200mm C/c. for

balance part of pile. The

socketing length in weathered

rock is 1.00m and total depth

of pile upto 6.00m from

Ground level and as per

accordance with the

requirements and specification

of MSEDCL.


foundations for "C" Type tower















2 193536.00 No. 387072.00


5

Sr. No.







in charge. including providing





rings @ 100mm C/c. upto

1/5th length from 200mm C/c

for balance part of pile. The





accordance with the


of MSEDCL.


foundations for "D" Type tower









2 225245.00 No. 450490.00


6

Sr. No.













in charge. including providing












accordance with the


of MSEDCL.

4 Providing additional depth, if

required of piles of 500mm

dia including concreting and

reinforcements as specified

208 3238.00 Mtr. 673504.00


7

Sr. No.


under the respective item for

"A" type tower






"C" type tower

12 3778.00 Mtr. 45336.00






"D" type tower

8 4114.00 Mtr. 32912.00

7 Providing, constructing testing

& commissioning pile caps

and connecting beam structure

for stub setting of 'A' type tower

and its extensions with RCC M-

25 cast in situ including

providing reinforcement as per

drawing excavation, chipping

of piles 230mm. Rubble

soling, 75mm thick 1:3:6 PCC

below pile caps and

connecting beams as directed,

shuttering, cutting of stub to

required length, if required

drilling of holes, fixing of

cleats, setting of template with

stubs, aligning and levelling

13 109533.00 No. 1423929.00


8

Sr. No.


with fixed datum, embedding

of stub in the pile cap by

concreting curing, back filling,

removing template, encasing

the exposed stub by C.C.

1:4:8 including mobilisation of

plants & machinery etc

complete as per drawing as

directed by the engineer in

charge and accordance with

the requirements and

specification of MSEDCL.

8 Providing, constructing, testing



for stub setting of 'C' type

tower and its extensions with

RCC M-25 cast in situ

including providing

reinforcement as per drawing

excavation, chipping of piles

230mm. Rubble soling, 75mm

thick 1:3:6 PCC below pile

caps and connecting beams as

directed, shuttering, cutting of

stub to required length, if

required drilling of holes,

fixing of cleats, setting of

template with stubs, aligning

and levelling with fixed datum,

2 116368.00 No. 232736.00


9

Sr. No.


embedding of stub in the pile

cap by concreting curing, back

filling, removing template,

encasing the exposed stub by

C.C. 1:4:8 including

mobilisation of plants &

machinery etc complete as per

drawing as directed by the

engineer in charge and

accordance with the


of MSEDCL.

9 Providing, constructing, testing



for stub setting of 'D' type

tower and its extensions with

RCC M-25 cast in situ

including providing








required drilling of holes,

fixing of cleats, setting of

template with stubs, aligning

and levelling with fixed datum,


2 138898.00 No. 277796.00


10

Sr. No.










accordance with the


of MSEDCL.

10 Providing and casting in situ

M-25 of trap metal for R.C.C.

piles cover above as per

details drawing etc including

centering, formwork,

compacting curing etc

complete including

reinforcement required for the

pile cap for extension of

column over and above item.

4 4211.00 Cu.

Mtr.

16844.00

11 Fabrication, galvanising,

transportation, supply erection,

testing & commissioning of

22KV double circuit

transmission line material as

per the requirement including

fabrication, cutting, bending,

drilling, welding, wheel

grinding etc, hot deep

galvanising to desired

18 93750.00 MT 1687500.00


11

Sr. No.


standard to the steel members

like angles, plates, flates of

various and structural drawing

supplied by MSEDCL including

loading, unloading,

transportation and stacking of

finished tower material to site

stores as site directed etc,

complete in all respect to the

satisfaction of the engineer in-

charge,

12 Supply Erection testing &

commissioning of 22KV

Double Circuit towers

including sorting of tower

members, loading, unloading,

to vehicle, head loading

material to site from the

nearby approach

transportation of material of

work site approach spot,

erection of tower member with

due care of surrounding area /

properties, providing suitable

sizes washers, tightening and

punching of nutbolts, all etc

complete as per structural

drawings and as per directed

by Engineer-in-charge and

accordance with the


of MSEDCL.

18 8531.00 MT 153558.00


12

Sr. No.


13 Supply erection, testing &

commissioning of 12mm dia

Hot dip galvanised HRH bolts

with nuts of size 30mm to

50mm long in bags of 50kg

each of GKW make as per the

samples approved by engineer

in-charge.

1250 118.00 kg. 147500.00

14 supply erection, testing &

commissioning of spring

washer suitable for 12mm Hot

dip gavanised HRH bolts in

bags of 100 nos.etc complete

with transportation of the same

to site stores at sites at site

directed etc, complete in all

respect to the satisfaction of

the engineer in-charge,

20 625.00 MT 12500.00

15 Supply and erection, testing &

commissioning ACSR Panther

conductor of size 0.2 sq. inch

complete erected for over

head line with stringing

binding with proper size of

aluminium conductor for

binding and suitable size of

PG clamps for jumpering etc.

complete.

9400 158.00 Mtr 1485200.00


commissioning of Loop

48 844.80 No. 40550.40


13

Sr. No.


connector clamps suitable for

0.2 ACSR conductor of

approved make as per

MSEDCL specification.


commissioning of wedge





12 990.00 No. 11880.00

18 Supplying, erection, testing &

commissioning porcelain disc

type 11KV insulator suitable

for 22 KV supply and for fixing

ACSR panther 0.2 sq. inch

conductor line with tension

hardware nut bolts etc. and

fixed on cross arm on pole

structure

228 1221.00 No. 278388.00


commissioning porcelain pin

type insulator suitable for 22

KV supply and for fixing ACSR

panther 0.2 sq. inch conductor

line with tension hardware nut

bolts etc. and fixed on cross

arm on pole structure

6 335.00 No. 2010.00

20 Supply, erection testing &

commissioning of 13 mtr.

Long Rolled steel joist (Girder)

4 28860.00 No 115440.00


14

Sr. No.


pole of 152 x 152 mm size,

weight 37.1 Kg/m. with

30x30x0.6cm base plate in

provided foundation including

nut & bolts for fixing earth

wire. The pole shall painted

completely with two coat of red

oxide. The bottom section of

the pole shall be painted with

black bituminous paint upto

2.5 mtr. height and remaining

portion painted with two coats

of silver enamel paint. the rate

indicated is for complete work

including excavation for the

foundation in all type of soils /

hard rock etc. duly plastered

muffing etc. complete.

21 Supply and erection, testing &

commissioning of 11 mtr.

Long Rolled of steel joist

(Girder) pole of 152 x 152mm

size & weight 37.1 Kg/m. with

30x30x0.6cm base plate and

provided foundation including

nuts & bolts for fixing

earthwire. The pole shall

painted completely with two

coat of red oxide. The bottom

section of the pole shall be

painted with black bituminous

4 24420.00 No 97680.00


15

Sr. No.


paint upto 2.5 mtr. height and

remaining portion painted with

two coats of silver enamel

paint. the rate indicated is for

complete work including

excavation for the foundation

in all type of soils / hard rock

etc. duly plastered muffing etc.

complete.

22 Providing cement concrete for

foundation or for concrete

filling in 1:3:6 ratio with 20 to

25 mm. stone metal duly

plastered with necessary curing

for pole muffing or any other

purposes.

8 4211.00 Cu.

Mtr.

33688.00

23 Providing, fabrication &

galvanised G.I. Iron work for

GI channel 100 x 50 x 6 mm

(9.2kg/mtr) HDG, GI channel

75x40x6mm HDG, GI angle

50 x 50 x 6mm HDG, GI flat

50x10mm (2.4kg/mtr) HDG,

GI nuts & bolts of various

sizes, binding wire, binding

tapes with bending. cutting,

drilling and welding and

complete erected with duly

painted two coats of enameled

paint as directed.

500 109.00 kg. 54500.00


16

Sr. No.



commissioning anticlimbing

device fabricated from pole

clamps with dropping spikes

welded to it and erected on

pole.

20 66.09 No 1321.80

25 Supply Erection, testing &

commissioning, fabrication of

H.T. earthing set to tower

including providing 300mm

dia bore upto a depth of about

4.00mtrs from the ground

level fixing of earthing pipe in

the centre of bore, filling of the

by charcoal and salt in the

required proportion, filling the

earthing G.I. strip with nut,

bolts tightening and punching

of the nut bolts all as per

directed by the engineer in-

charge.

38 5234.00 No 198892.00

26 Providing & fixing G.I. Caution

board fabricated from 16SWG

sheet of size 200 X 150 mm

(min). The board shall be

written in Marathi & English

indicating pressure of line

danger etc. as required Indian

Electricity Rules & Regulation.

21 41.00 No. 861.00


17

Sr. No.



commissioning 22KV

aluminium conductor, GI

round armoured HT XLPE

cable of size 3 core 300

sq.mm to be laid in provided

trench / pipe in approved

manner as per specification.

Item should be executed

completely as per MSEDCL

requirement.

300 1753.00 Mtr 525900.00

28 Providing, erection, testing &

commissioning erecting of

approved make, heat

shrinkable outdoor termination

kit suitable for 22KV XLPE HT

cable 300sq.mm aluminium

conductor with necessary

material as per accordance

with the requirements and


8 24200.00 No. 193600.00


commissioning laying

(including excavation) 150mm

Dia. full round RCC hume pipe

with coupling collar of

standard thickness at required

depth upto 90cms. below road

/ ground surface, for enclosing

of cable and necessary back

150 634.00 Mtr 95100.00


18

Sr. No.


filling with light ramming to

make the road/ground

surface as it was (except

bitumen carpet.)

30 Supply, erection, testing &

commissioning (including

excavation) 150mm Dia. half

round RCC hume pipe with

coupling collar of standard

thickness at required depth

upto 90cms. below road /

ground surface, for enclosing

of cable and necessary back

filling with light ramming to

make the road/ground


bituman carpet.)

100 472.00 Mtr 47200.00

TOTAL 10370767.20



19






Part-C : Shifting of 22KV HT overhead lines (Nere & Jawahar Feeders) in Karanjade Node at Panvel.

Sr. No.



foundations for "A" Type tower

















drawing issued, using bentonite

slurry as required and

directives of the engineer in

charge including providing 8

nos of 16mm dia Tor steel

14 126683.00 No. 1773562.00


20

Sr. No.





rings 100mm C/c. upto 1/5th

length from top and bottom of

pile & 200mm C/c. for balance

part of pile. The socketing

length in weathered rock is

1.00m and total depth of pile

upto 6.00m from Ground level

and as per accordance with the


of MSEDCL.


foundations for "C" Type tower
















2 193536.00 No. 387072.00


21

Sr. No.






charge. including providing 8












accordance with the


of MSEDCL.


foundations for "D" Type tower


including alignment , etc and








2 225245.00 No. 450490.00


22

Sr. No.












charge. including providing 8












accordance with the


of MSEDCL.


required of piles of 500mm dia

including concreting and



"A" type tower

224 3238.00 Mtr. 725312.00


23

Sr. No.







"C" type tower

12 3778.00 Mtr. 45336.00






"D" type tower

8 4114.00 Mtr. 32912.00

7 Providing & constructing pile

caps and connecting beam

structure for stub setting of 'A'

type tower and its extensions

with RCC M-25 cast in situ

including providing








required drilling of holes, fixing

of cleats, setting of template

with stubs, aligning and

levelling with fixed datum,


14 109533.00 No. 1533462.00


24

Sr. No.









engineer in chargeans and

accordance with the


of MSEDCL.



structure for stub setting of 'C'



including providing














2 116368.00 No. 232736.00


25

Sr. No.









accordance with the


of MSEDCL.



structure for stub setting of 'D'



including providing















2 138898.00 No. 277796.00


26

Sr. No.








accordance with the


of MSEDCL.

10 Providing and casting in situ M-

25 of trap metal for R.C.C.

piles cover above as per details

drawing etc including

centering, formwork,

compacting curing etc

complete including

reinforcement required for the

pile cap for extension of

column over and above item.

5 4211.00 Cu.

Mtr.

21055.00

11 Fabrication, galvanising,

transportation, supply of 22KV

double circuit transmission line

material as per the requirement

including fabrication, cutting,

bending, drilling, welding,

wheel grinding etc, hot deep

galvanising to desired standard

to the steel members like

angles, plates, flates of various

and structural drawing supplied

19 93750.00 MT 1781250.00


27

Sr. No.


by MSEDCL including loading,

unloading, transportation and

stacking of finished tower

material to site stores at sites as


respect to the satisfaction of the

engineer in-charge,


Commissioning of 22KV

Double Circuit towers including

sorting of tower members,

loading, unloading, to vehicle,

head loading material to site

from the nearby approach

transportation of material of

work site approach spot,

erection of tower member with

due care of surrounding area /

properties, providing suitable

sizes washers, tightening and

punching of nutbolts, all etc

complete as per structural

drawings and as per directed

by Engineer-in-charge and

accordance with the


of MSEDCL.

19 8531.00 MT 162089.00


Commissioning of 12mm dia

Hot dip galvanised HRH bolts

1350 118.00 kg. 159300.00


28

Sr. No.


with nuts of size 30mm to

50mm long in bags of 50kg

each of GKW make as per the

samples approved by engineer

in-charge.


Commissioning of spring

washer suitable for 12mm Hot

dip gavanised HRH bolts in

bags of 100 nos.etc complete

with transportation of the same

to site stores at sites at site


respect to the satisfaction of the

engineer in-charge,

20 625.00 MT 12500.00


Commissioning ACSR Panther

conductor of size 0.2 sq.inch

complete erected for over head

line with stringing binding with

proper size of aluminium

conductor for binding and

suitable size of PG clamps for

jumpering etc. complete.

9600 158.00 Mtr 1516800.00


Commissioning of Loop





48 844.80 No. 40550.40


29

Sr. No.



Commissioning of wedge

conector clamps suitable for




12 990.00 No. 11880.00


Commissioning procelain disc

type 11KV insulator suitable for

22 KV supply and for fixing

ACSR panther 0.2 sq. inch

conductor line with tension

hardware nut bolts etc. and

fixed on cross arm on pole

structure

240 1221.00 No. 293040.00

19 Supplying erecting, testing &

commissioning anticlimbing

device fabricated from pole

clamps with dropping spikes

welded to it and erected on

pole/ NBT Tower.

20 66.09 No 1321.80


Commissioning fabrication of

H.T. earthing set to tower



4.00mtrs from the ground level

fixing of earthing pipe in the

centre of bore, filling of the by

charcoal and salt in the

36 5234.00 No 188424.00


30

Sr. No.







charge.

21 Providing & fixing G.I. Caution

board fabricated from 16SWG

sheet of size 200 X 150 mm

(min). The board shall be

written in Marathi & English

indicating pressure of line,

danger etc. as required Indian

Electricity Rules & Regulation.

18 41.00 No. 738.00

TOTAL 9647626.20



31






Part-D : Tapping for Existing DTC from Shifted Line Sr. No. Item Description Qty. Rate Unit Amount

1 Providing, fabrication &

galvanised G.I. Iron work for

GI channel 100 x 50 x 6 mm

(9.2kg/mtr) HDG, GI channel

75x40x6mm HDG, GI angle

50 x 50 x 6mm HDG, GI flat

50x10mm(2.4kg/mtr) HDG, GI

nuts & bolts of various sizes,

binding wire, binding tapes

with bending. cutting, drilling

and welding and complete

erected with duly painted two

coats of enameled paint as

directed.

750 109.00 kg. 81750.00

2 Supplying, erecting, testing &

Commissioning 22KV

aluminium conductor, round

armoured HT XLPE cable of

size 3 core 300 sq.mm laid in

provided trench / pipe in

approved manner as per

specification. Item should be

executed completely as per

MSEDCL requirement.

5600 1753.00 Mtr 9816800.00


32

Sr. No.


3 Providing, erecting, Testing &

Commissioning of approved

make, heat shrinkable outdoor

termination kit suitable for

22KV XLPE HT cable

300sq.mm aluminium

conductor with necessary

material as per accordance

with the requirements and


28 24200.00 No. 677600.00

4 Supplying and laying (including

excavation) 150mm Dia. full




upto 90cms. Below road /


provided cable and necessary

back filling with light ramming

to make the road/ground


bituman carpet.)

1800 634.00 Mtr 1141200.00

5 Supplying and laying (including

excavation) 150mm Dia. half




upto 90cms. Below road /


provided cable and necessary

back filling with light ramming

1800 472.00 Mtr 849600.00


33

Sr. No.


to make the road/ground


bituman carpet.)


Commissioning approved

make 22KV gang operated air

brake triple pole switch

400Amp capacity 3 post type

insulator.

4 25521.00 set 102084.00


Commissioning outdoor type 6

way LT feeder pillar with ACB,

epoxy bushings and copper

strip busbar with provision for

cable termination and energy

meter with CT's complete with

MSEDCL specification only. The

suitable size HRC fuse base &

fuse shall be provided as per

directive of engineer in charge

complete with foundation work

including excavation in all type

of surface.

5 105989.00 No 529945.00

8 Providing cement concrete for

foundation or for concrete

filling in 1:3:6 ratio with 20 to

25 mm. stone metal duly

plastered with necessary curing

for pole muffing or any other

purposes.

5 4211.00 Cu.

Mtr.

21055.00


34

Sr. No.


9 Supply, erecting, testing,

Commissioning & fabrication

of pipe type earthing to tower



4.00mtrs from the ground level

fixing of earthing pipe in the

centre of bore, filling of the by

charcoal and salt in the






charge.

5 5234.00 No 26170.00

10 Co-ordination with MSEDCL,

electrical inspector and any

other statuary bodies or

authorities as required for all

works covered under this

control. The job also includes

obtaining necessary approvals

as required for supply,

erection, testing &

commissioning of each and

every items covered under this

contract which are to be

executed on behalf of MSEDCL

including handing over

certificate and submission of

1 15000.00 Job 15000.00


35

Sr. No.


the same to CIDCO item also

include preparation of shop

drawing & as built drawings

and submission of same to

CIDCO in 5 sets and get

certified from CIDCO.

TOTAL 13261204.00



36






Part-E : Demarcation, Survey & Open Foundation Sr. No. Item Description Qty. Rate Unit Amount

1 Demarcation of the Road /

chanel / bridge alignment by

traversing along the existing /

proposed route with one

second theodolite. Taking

angles & distance at turning

points including transfer of Co-

ordinate from known point to

survey area and as directed by

Engineer-in-charge &

providing 5 Nos. colour paper

prints with drawing in soft copy

format.

0.00 11995.00 KM. 0.00

2 Taking trial bores (with

diamond drill) in hard rock

including all necessary material

such as oil, grease, steel rods

& such material and machinery

to site of work and preserving

the core samples duly marked

serially and painting the

footage on site of work and

conveying the same to the

respective office as directed

complete.

0.00 1823.00 RM 0.00


37

Sr. No.


3 Excavation for foundation to

any depth in all types of earth,

soils of all types such as sand,

gravel, slush, soft murum, hard

murum with or without

boulders including shoring and

strutting whichever necessary

including disposing off the

surplus materials within 50m,

beyond the work site, stacking

and spreading as directed.

The item includes heavy

dewatering by using pumps or

manually, shoring, strutting

and preparing the bed for

foundation and necessary back

filling etc. complete.

Note : All payments towards

the royalty, fees, taxes etc. shall

be borne by the contractor

0.00 228.00 M3 0.00

4 Excavation for foundation in

hard rock upto any depth with

all lifts by chiseling manually or

by mechanical means such as

hydraulic rock driller including

wedging, line drilling etc.

including trimming and

37eveling the bed, removing

the excavated materials upto a

distance of 50m beyond the

work site with all lifts, stacking

0.00 956.00 M3 0.00


38

Sr. No.


the serviceable materials in

measurable heaps as directed.

The item includes heavy

dewatering using pumps or

manually, shoring and strutting

and preparing the bed for

foundation and necessary back

filling etc. complete.

Notes :

1) All payments towards the

royalty, fees, taxes etc. shall be

borne by the contractor.

2) The excavated hard rock

shall be the contractor’s

property.

5 Providing and laying dry trap

metal soling 15 cm. to 20 cm.

thick including hand packing

with metal, rubble chips,

application of required

murum/stone dust blindage

and compaction including

watering etc. complete with all

leads, including necessary

heavy dewatering either

mechanically or manually etc.

complete.

0.00 869.90 M3 0.00

6 Providing and laying in situ

Ready Mix Cement Concrete

grade of trap / granite /

quartzite / gneiss metal for


39

Sr. No.


RCC work in foundation like

raft, grillage, strip foundation

and footing of RCC column

and steel stanchions including

normal dewatering, formwork,

compaction, finishing and

curing including transporting

from mix plant upto distance of

25 Km, pouring the concrete at

work site for 1.5m lift above

G.L. and 5.0m lift below GL,

etc. complete... (Excluding

reinforcement and structural

steel).

a) In RCC M-200 0.00 5864.50 M3 0.00

c) In RCC M-300 0.00 6301.00 M3 0.00



Grade of trap / Granite /

quartzite / gneiss metal of

approved quality for RCC work

as per detailed drawings and

designs or as directed by

Engineer-in-charge including

normal dewatering, centering,

formwork, compaction,

finishing the form surface with

cement mortar 1:3 of sufficient

minimum thickness to give a

smooth and even surface

wherever necessary or


40

Sr. No.


roughening if special finish is to

be provided and curing

including transporting from mix

plant upto distance of 25 Km,

pouring the concrete at work

site for 1.5m lift above G.L.

and 5.0m lift below GL, etc.

complete... (Excluding


steel).

c) In RCC M-300 all types of

columns

0.00 7649.00 M3 0.00

8 Providing & fixing in position

Steel bar reinforcement of

various diameters for R.C.C.

pile caps, footings,

foundations, slabs, beams,

columns, canopies, staircases,

newels, chajjas, lintels, pardies,

coping, fins, arches, etc. as per

detailed designs, drawings and

schedules, including cutting,

bending, hooking the bars,

binding with wires or tack

welding and supporting as

required etc. complete.

iii) TMT Steel

0.00 61422.50 MT 0.00



Grade of trap / Granite /

quartzite / gneiss metal of


41

Sr. No.


approved quality for RCC work

as per detailed drawings and

designs or as directed by

Engineer-in-charge including

normal dewatering, centering,

formwork, compaction,

finishing the form surface with

cement mortar 1:3 of sufficient

minimum thickness to give a

smooth and even surface

wherever necessary or

roughing if special finish is to

be provided and curing

including transporting from mix

plant upto distance of 25 Km,

pouring the concrete at work

site for 1.5m lift above G.L.

and 5.0m lift below GL, etc.

complete... (Excluding


steel).

c) In RCC M-300 Beams /

Braces / Lintels

0.00 7623.00 M3 0.00

TOTAL 0.00



42





REVISED SCHEDULE – ‘A’ - SUMMARY

PART DESCRIPTION Sl. Pg. No.

Total Amount in `.

PART-A DISMANTLING EXISTING LINE / POLES 02 1,63,290.00

PART-B SHIFTING OF 22KV HT OVERHEAD LINES (PARAGON & GAVAN FEEDERS) IN KARANJADE NODE AT PANVEL.

18 1,03,70,767.20

PART-C SHIFTING OF 22KV HT OVERHEAD LINES (NERE & JAWAHAR FEEDERS) IN KARANJADE NODE AT PANVEL.

30 96,47,626.20

PART-D TAPPING FOR EXISTING DTC FROM SHIFTED LINE

35 1,32,61,204.00

PART-E Demarcation, Survey & Open Foundation 41 0.00

(A) Total of Schedule “A” Rs. 3,34,42,887.40

(B) ADD/SUBTRACT (+/-) ______% quoted by the contractor to reflect the total cost.

Rs.

(C) GRAND TOTAL (A) +/- (B) Rs.

(Rupees _____________________________________________________________

_______________________________________________________________ Only)

NOTES :

1) It is compulsory to fill the amount both in words and figures. 2) This is to confirm that I have read carefully instruction No. 3.8.1 to 3.8.4 on

Sl.Pg.No. 13 of the Bid and I understand that my Bid is liable to be rejected if I fail to submit the offer in accordance with the various provisions and do not comply with the stipulations.

3) I, understand that my Bid is liable to be rejected if I fail to fill the amount both in words and figures.

Signature of Bidder

Date :

Chief Engineer(NMIA)

Date :


43

PARTICULAR SPECIFICATIONS

DEMARCATION & SURVEY

1.0 Demarcation of the Plots/Road/bridge by traverse survey, with one

second theodolite. Taking angles & distance at turning points including

transfer of co-ordinate from known pontto survey area and as directed

by Engineer taking ground level on the alignment.

On receipt of the Work Order, the Contractor should start survey

immediately for finalization of alignment and preparation of

Construction Drawings.

The Contractor will demarcate the exact alignment of the Road/Bridge as

per the guidelines furnished to him by the Engineer by stout pegs not

apart than about 30 m c/c. and mark the changes on the pegs.

Additional and distinctive pegs will be driven at all deviation points. The alignment, after demarcation, will be inspected -and approved by

the Engineer and modification as directed will be given effect to. After

final approval, the Contractor should take levels along the alignment at

10m c/c and also at salient points. Similarly, the Contractor shall take 4

levels (2.5 Mtrs. And 5 Mtrs.) on each side of level points as directed by

Engineer. The deviation angles shall be measured by a theodolite.

Structures, large trees, if any, etc. in the corridor under survey shall be

accurately noted. Based on this information, the Contractor shall prepare

drawings with scale:

Horizontal I: 1000, Vertical: 100 or as directed.

The Contractor shall submit 6 copies of the drawings to the Engineer.

The Engineer will return two copies showing thereon all details required

for execution of the work as 'CONSTRUCTION' drawing. On completion

of work, the Contractor shall incorporate change on the original

drawing, if done during execution of work, and hand over original


44

tracing and two copies of the same AS-BUILT DRA WINGS to the

Engineer.

All the work described above shall be paid in the item provided in BOQ

on running kilometer basis measured along the alignment of water

main.

Signature of Bidder Date :

Chief Engineer (NMIA)Date :


45

PARTICULAR SPECIFICATIONS FOUNDATION WORKS

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 CLEARING SITE :

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

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

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

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

disposed off as directed.

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

such as sand, gravel slush, soft murum, hard murum with or

without boulders, soft rock, hard rock by blasting / chiselling

with all lifts including shoring and strutting whichever necessary

including disposing off the surplus materials within 50 m. beyond

the work site, stacking and spreading as directed including

payment of royalty charges if any etc.

3.1 GENERAL :

Roadway and drainage excavation shall consist of excavation, removal,

conveyance and satisfactory disposal of materials of the strata covered

by the wording of the item for the construction of the road and its

drainage including finishing the surface and the slopes to the required


46

grade, lines, levels, curves and sections shown on the plans or as directed

by the Engineer. The item also covers maintaining the work in finished

condition until taken over by the Department.

3.2 CLEARING SITE :

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

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

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

stumps and all other objectionable materials. The roots of trees shall be

removed to a depth of 30 cm (about 1') below the surface of the road

formation and side slopes and the excavation filled up with excavated

materials in 15 cm to 20 cm. (about 6” to 8”) Layers and compacted,

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

All the materials cleared will be the property of CIDCO. Useful

materials shall be arranged in convenient stacks along the road

boundary or as directed at places within a lead of 50 metres (164') and

handed over to the Department in convenient sections. Unsuitable

materials shall be burnt or otherwise disposed off by the contractor at his

own cost as directed by the Engineer without causing any nuisance,

inconvenience or damage to the work, property or people in the

neighborhood. If the material is disposed off outside the road land,

necessary permission from the private land owners shall be taken by

the contractor and royalty, etc., if any paid by him without

claiming compensation. In all cases, the materials shall be disposed off

in a neat manner.

3.3 SETTING OUT :

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

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

plans by total station by appointing reputed surveyor as directed by the

Engineer. The contractor shall provide all labour and materials such as

lime, string, pegs, nails, bamboos, stones, mortar, concrete etc., required


47

for setting out, establishing Bench Marks and giving profiles. The

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

and other stacks and marks as long as they are required for the work

in the opinion of the Engineer. If the contractor defaults in this respect

even after direction by the Engineer within the specified time, they

may be restored by the Engineer at the cost of the contractor. Levels

and sections of the ground shall be taken and recorded in the presence

of the contractor or his authorised representative before the excavation

is started to serve as the basis of measurement. The contractor or his

representative shall sign the book in token of his acceptance of the level

etc. If there is any disagreement, the contractor shall inform of it in

writing to the officer concerned with specific reference to the sections

before starting further work. Once further work is started, no

cognizance of any complaint shall be taken. Merely not signing of the

book shall not be deemed as disagreement.

3.4 CLASSIFICATION OF EXCAVATION :

All the materials encountered in the excavation would be mainly

classified in the following groups :-

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

or loose materials.

2) Hard murum.

3) Hard murum and boulders.

4) Soft rock.

5) Hard rock (blasted).

6) Hard rock (chiselled, wedged or line drilled).

7) Laterite.

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

loose materials : Soils of all sorts, sand, gravel, soft, murum

softman, chopan yellow soil, etc., shall included all material of

earthy or sandy nature which can be easily ploughed or small


48

shingle and gravel which can be easily removed. Removal

of small boulder not exceeding 0.03 cu.m. or 30 litres (about

one c.ft.) occuring in the strata will be included in the rate for this

item.

2) Hard murum : This shall include all kinds of disintegrated rock or

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

30 litres (about one cu.ft) and can be removed with pick and

shovel though not without some difficulty.

3) Hard murum & boulders : This shall include all kinds of disintegrated

rock or shale or indurated clay interspersed with boulders less

than half cubic metre and larger than 0.03 cu.m. or 30 litres

(approx. one c.ft.) which do not normally need blasting and can

be removed with pick, bar, wedges, and hammer. Boulders bigger

than 1/2 cu.m. will be paid for as soft or hard rock according as it is

soft or hard rock.

4) Soft rock : This shall include all materials which is rock or hard

conglomerate, all decomposed and weathered rock, highly

fissured rock, old masonry and also soft rock, boulders bigger than

1/2 cubic meter and other varieties of rock which would normally

be removed with pick, crow bars, wedges and hammer with some

difficulty.

5) Hard rock (blasted) : This shall include all rock occuring in masses

or boulders bigger than half cubic metre each, which can

best be removed by blasting and where, in the opinion of the

Engineer, blasting is necessary. Manjrya rock shall be considered as

hard rock.

6) Hard rock (chiselled wedged or line drilled) : This shall include all

rock occuring in masses which can best be removed by blasting

but which owing to the proximity of structures, possibility of


49

shattering the rock below or for any other reason should be cut by

a means of cold chisels or wedges or line drilling.

7) Laterite : This shall include laterite rock soft and hard which can

be removed with Dhokans or blasting. Lateritic murum which has

not hardened into stone shall be classified as hard murum.

The classification of the excavation would be decided by the

Engineer and his decisions shall be final and binding on the

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

considered as a reason for higher classification unless blasting is

clearly necessary in the opinion of the Engineer.

3.5 CONSTRUCTION METHOD :

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

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

164') or other intervals directed by the Engineer to conform to the

curved or straight alignment, section, grades and side slopes. The lines

of cuts shall be clearly marked and profiles of embankments where

excavated materials are to be used shall be set up with the toe line

marked on each side. The roadway section shall be first excavated with

vertical sides for each lift and the side slopes for that lift shall be

excavated in steps.

These steps shall be smoothened to the required slopes when

the excavation reaches the road formation. The contractor shall on no

account excavate beyond the slopes or below the specified grade unless

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

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

contractor shall be required to fill up at his own cost such extra

excavation in the road portion with approved materials of the

embankment grade in layers of 15 cm. to 20 cm. (about 6” to 8”),

watered and fully compacted to attain maximum density laid down for

the embankment in the same agreement elsewhere. The Engineer may

require measurement ridges and dead-men to be left at specified


50

interval or places and kept intact till ordered to be removed for the

purpose of check measurements. The excavation shall be finished

neatly, smoothly and evenly to the correct lines, curves, grades

sections and side slopes as shown on the plans or directed by the

Engineer. The sub-grade if loose shall be scarified, watered and

compacted to the same density as the embankment. The section,

side slopes and catchwater gutters shall be maintained by the

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

be well drained by providing necessary diversions, etc., and not

damaged due to obstruction of any drainage. Necessary passages shall

be provided for leading away seepage, springs, surface flow or rain

water safely without damaging the work. If any damage occurs due to

default of the contractor in this respect, he shall make good the

damage at his own cost. If it is necessary in the execution of the work

to interrupt existing surface drainage, irrigation channels, sewers or

under drainage, temporary arrangements shall be provided till such

time as is necessary. The contractor at his own cost shall make good the

interrupted drainage and sewer, etc., unless separately provided in the

tender. Any damage to the existing works or work in hand caused as

a result of his operations or negligence shall be made good by the

contractor at his own cost.

Roadside gutters shall be excavated to the specified sections and shall

be measured along with the main cutting in cubic metres. Intercepting or

catchwater gutters where necessary shall be built to the cross-

sections, shown on the plans in time to prevent damage to the cuts or

banks.

3.6 DEWATERING :

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

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

bailing out and the excavation kept dry whenever so required or

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

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


51

inconvenience to the property holders in the neighbourhood. Unless

separate provisions is made in the tender for dewatering, the cost of

dewatering shall be covered by the rate for excavation.

3.7 SLIDES :

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

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

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

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

involved provided the slides are not due to any negligence of the

contractor. The classification of the material in slides shall conform to its

condition at the time of removal and payment made accordingly

regardless or its prior condition.

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

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

materials, boulders and collapsing sides etc.

3.8 PROTECTION :

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

neighbourhood, barricades and/or traffic signals shall be provided day

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

accidents. Warning signals shall be displayed at 70 m. from the danger

point on both sides to give sufficient warning. If necessary, signallers

shall be stationed at each end to regulate traffic where it is heavy.

Measures shall be taken to see that the excavation does not affect or

damage adjoining structures or property. If there is damage to property,

injury to workers, the members of the public, animals etc. due to the

negligence of the contractor, he will be responsible and liable to all the

consequences including compensation.


52

3.9 DIVERSIONS :

The Contractor shall construct necessary diversion to take the traffic at his

own cost during the progress of work and maintain the same through out

the work thereafter dismantle the same after completion of work to the

satisfaction of engineer.

3.10 DISPOSAL OF EXCAVATED MATERIALS :

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

specifically mentioned otherwise. When the useful excavated materials

is to be used in embankment within a lead of 50 m. (about 164') it shall

be directly deposited at the required location in 15 cm. to 20 cm. (about

6” to 8”) layers, the charge for watering and compacting such materials

being paid under a separate item. No handling or conveyance charges

shall be paid if the material is temporarily deposited elsewhere and

subsequently conveyed to the site of deposition. The sequence of

operations should be arranged properly. Useful excavated materials to

be used in embankment beyond 50 m. (about 164') may be conveyed

directly to the site of use and laid in layers or first deposited in heaps

and conveyed and laid in layers subsequently the conveyance and the

charges for the watering and compaction shall be paid for under a

separate item. Materials required for items other than bank shall be

arranged in neat stacked at convenient places within a lead of 50 m.

(about 164') without interfering with the drainage in any way. If no

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

temporarily before use under the same agreement the contractor shall

make his own arrangements for the stacking of his materials

temporarily on private lands by paying rents, etc., without claiming

any compensation. Surplus material not required for use on embankment

or unsuitable material may be used at his own cost to uniformly widen

embankment to flatten slopes and to fill low places in the road land

within a lead of 50 m. (about 164') if so directed by the Engineer.

Materials not required for any use whatsoever may be disposed off by


53

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

The excavated materials shall not be deposited within 3 m. (about 10')

from the top edges of slope of toe of the bank unless expressly permitted

by the Engineer in writing. When the excavated materials is deposited or

disposed off by the contractor in land not belonging to CIDCO he shall

be responsible for any compensation required to be paid to the private

land owner. The leads shall be measured from approximately centre of

gravity of the block of the cutting to the approximate centre of gravity of

block of deposited material.

3.11 MAINTENANCE :

The excavated roadway shall be maintained satisfactorily and protected

by the contractor at his own cost against all damage till it is taken over

by the Department. If any damage occurs, the contractor shall be

responsible to repair it at his own cost.

3.12 ITEM TO INCLUDE :

1) Clearing site.

2) Setting out by total station including necessary labour, material

and fixing reference marks.

3) Diversion unless separately provided in the tender.

4) Dewatering unless separately provided in the tender.

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

property, etc.

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

7) Conveying the excavated materials including all lift sand lead

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

directed and disposing off unwanted materials.

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

for completing the item satisfactorily.

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

private lands royalty, etc.


54

3.13 MODE OF MEASUREMENT & PAYMENT :

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

mentioned in the wording of the items of excavation acceptably

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

directed by the Engineer. Excavation shall be measured in its

original position by the taking cross-sections before the work start and

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

Average End Area method. The individual dimensions and areas of

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

metre and square metre respectively and the quantity worked out

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

classification of the strata changes, the contractor shall bring this to the

notice of the Engineer who will then verify and if necessary take levels

for the changed strata for purpose of measurement.

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

intervals as he may indicate for purpose of measuring the depths and

other dimensions either for initial measurements or for checking.

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

removed when no longer required and the deduction restored

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

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

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

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

damaged at the time of measurement the measuring or check measuring

officer shall estimate the quantity of earthwork at his discretion and such

estimate shall be final.

4.0 Providing earthwork in embankment with approved

materials obtained from contractor’s own source including all lifts

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

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


55

section, watering and compacting to 95% / 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 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. Materials

obtained from clearing site shall be dealt with according to Clause

No.3.2 of Particular Specifications.

4.3 SETTING OUT :

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

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

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

levels of formation clearly marked by paint or cut and the slopes with

string and pegs at every 80 metres on straight portion and 10 m. or

less on curves or as directed by the Engineer. Toe line may be marked


56

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 1.60 gm./cc.

and 1.75 gm./cc. respectively 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.


57

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.


58

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


59

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 95% / 97% of the Modified Proctor Density. If on testing, the

density is found to be less than 95% / 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.


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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.


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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 95% / 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

95% / 97% Modified Proctor Density for each set.


1) Clearing site.

2) Setting out alignment including necessary labour and materials and


62

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.


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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 CONCRETE : PLAIN & REINFORCED :

5.1 Cement :

The cement used shall be any of the following with the prior

approval of the Engineer.

a) Ordinary Portland Cement IS - 8112

b) Rapid Hardening Portland Cement 43 Grade

c) High Strength Ordinary Cement 43 Grade

d) Hydrophobic Cement 43 Grade

e) Portland Pozzolana Cement IS : 1489

5.1.1 Use :

Cement shall be used in the order in which it is received. Cement in

bags stored for more than 3 months shall be retested before use.

5.1.2 Testing :

A sample taken once for every 1000 bags shall be tested. Tests shall

be carried out for fineness, initial and final setting time, and

compressive strength (IS : 4031) and the results approved by the

Engineer before use of the cement in permanent works. Samples shall

be taken immediately on receipt of cement at site. The accordance

with IS : 3535. The Engineer may specify other forms of sampling and

tests including chemical analysis, (IS : 4032) if in his opinion the cement

is of doubtful quality. The cost of all such additional tests shall be

borne by the Contractor.


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5.1.3 Fine aggregates (Sand) :

It shall be river or pit sand conforming to IS : 383, obtained from

sources approved by the Engineer. If sand brought by the contractor is

considered by the Engineer to be washed, the same shall be

washed by the contractor. This shall be done at least one day before

using it in concrete. The aggregates should be stored in such a

manner as to avoid contamination. Sand washing arrangement by

mechanical machine should be done.

5.1.4 If grading of fine aggregates can be improved by mixing two sands

the Engineer may at his discretion specify such mixing, and may permit

the use of crushed sand as one of the two sands forming the mixtures.

The provision of two types of sand and their mixing in the specified

proportions shall be at the contractor’s cost.

5.1.5 The aggregate shall be subjected to tests in accordance with IS :

386 as may be ordered by the Engineer.

5.2 Coarse Aggregates :

5.2.1 Coarse aggregates for the works shall be crushed stone conforming to

IS : 383, obtained from sources approved by the Engineer. Aggregates

shall be properly screened and if necessary washed clean before use.

5.2.2 Coarse aggregates containing the flat or flaky pieces or mica shall be

rejected.

5.2.3 Coarse aggregate shall be procured in the following sizes :

Nominal size Maximum Size Minimum Size

10 mm 12 mm 5 mm

20 mm 25 mm 10 mm

40 mm 40 mm 20 mm


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5.2.4 The grading of coarse aggregates shall be such that not more than

% shall be larger than the maximum size and not more than 10 % shall

e smaller than the smallest size. Between these sizes the coarse

aggregate shall be well graded.

5.2.5 The aggregate shall be subjected to tests in accordance with IS

2386 segregation of sizes and avoids contamination with fines.

5.3 Mixers & Vibrators :

5.3.1 The contractor shall provide concrete mixers and vibrators supplied by

recognised manufactures.

5.4 Grade of Concrete :

The concrete is designated as follows :

Concrete M-30 : The numbers 30 represents the characteristic

compressive strength of 15 cm cubes at 28 days in Mpa (Mega Pascals

: 1 Mpa = 10 kg / CM2 approx). M-30 concrete thus has a

characteristic strength of 300 kg/cm2.

6.0 DESIGN OF CEMENT CONCRETE MIXES :

The design of concrete mixes for various concrete items to the work

shall be obtained by the contractor at his cost from an approved

laboratory preferably from CIDCO’S Lab. The contractor shall submit

in advance details of such designs to the Engineer for his prior

approval. All the cement concrete of grade M-15 and higher strength

shall be carried out as controlled concrete only and shall be done with

proper mix design. The mix design shall be got approved from the

Engineer from time to time whenever there is source and type of cement

and aggregates and change in the gradation of aggregates.

6.1 For Concrete of Grade M-15, M-20, M-25, M-30 :

Preliminary mix design must be carried out from CIDCO laboratory.


66

6.2.1 The minimum size of aggregate permissible shall be as per IS : 383-

1970 & IS : 456-2000 and in latest amendments.

6.2.2 No extra payment over and above the accepted tender rate shall be

made or as reduction in the accepted tender shall be effected in case of

variation in the construction of cement concrete because of the mix

designs or change in the mix design from the standard requirements for

equivalent nominal mix.

6.2.3 All the expenses of preliminary mix design, subsequent field

laboratory mix design, work tests shall be borne by the contractor.

6.2.4 If the average strength of concrete cube falls below the required

strength, fresh preliminary mixes for that grade shall be made as

before/ Until the trial mixes yield cubes of compressive strength at

28 days greater than the required average strength at the age i.e. fck

+ 4 N/mm2 as per I.S. 456-2000.

6.2.5 Whenever there is a significant change in the quality of any of the

ingredients for concrete, the Engineer may at his discretion order to

carrying out of fresh trail mixes. All costs for trial mixes and tests shall

be to contractor’s account and held to be included in the

contract rates.

6.2.6 Before commencing the works the contractor shall submit the

Engineer for approval full details of all preliminary trial mixes and tests.

6.2.7 When the proportions of a concrete mix have been approved by the

Engineer the contractor shall not vary the quality or source of the

materials or the mix without the written approval of the Engineer.


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7.0 SAMPLING AND STRENGTH OF DESIGNED CONCRETE MIX :

7.1 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.

7.2 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.

7.3 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.


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7.4 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.

7.5 Test results of sample :

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

7.5.1 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.

7.5.2 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.

7.6 Determination of Standard deviation :

7.6.1 Concrete of each grade shall be analyzed separately to determine its

standard deviation.

7.6.2 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


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Where :

= deviation of the individual test strength from the average

strength of ‘n’ samples and

n = Number of samples test results.

7.6.3 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.

7.7 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.

7.8 Acceptance Criteria :

7.8.1 The concrete shall be accepted if it passes all strength requirements

and acceptance criteria as stipulated in IS 456-2000.

7.8.2 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.

7.8.3 Concrete of each grade shall be assessed separately.

7.8.4 Concrete shall be assessed daily for compliance.

7.8.5 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.


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8.0 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.

9.0 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.

9.1 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.


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9.2 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.

9.3 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.

10.0 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.

11.0 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.

11.1 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.

11.2 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.


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

contractor free of cost.

12.0 TRANSPORTING, PLACING, COMPACTING

12.1 Transporting, placing, compacting and curing of concrete shall be in

accordance with IS : 456.

12.2 The height of any single lift of concrete shall not exceed 1.5 m. for

walls or 3.0 m. for columns. The concrete shall be placed in the

forms gently and not dropped from a height exceeding 1.5 m. except in

columns where the maximum allowed will be 2.0 m. Each layer of

concrete shall be compacted fully before the succeeding layer shall

be placed and fully compacted before the layer immediately below has

taken initial set. The method of placing shall also be such as to prevent

segregation.

12.3 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.

12.4 The Vibrator should be held in position until air bubbles cease to

come to the surface and then slowly withdrawn so that the concrete can

flow in to the space previously occupied by the vibrator. The vibrator

shall not be dragged through the concrete nor used to help heaps of

concrete to spread out. It may be used vertically, horizontally or at an

angle depending on the nature of the work.

12.5 To secure even and dense surface free from aggregate pockets,

vibration shall be supplemented by temping or rodding by hand in

the corners of forms and along the form surfaces while the concrete is

plastic.

12.6 A sufficient number of spare vibrators shall be kept readily

accessible to the place of deposition of concrete to ensure adequate

vibration in case break down of those in use.

12.7 Form vibrators whenever used shall be clamped to the side of form


73

work and shall not be fixed more than 450 mm above the base of the

new form work and concrete shall be filled not higher than 230 mm

above the vibrator. The form work must be made specially strong

and watertight where this type of vibrator is used. Care must be

taken to guard against over vibration especially where the

workability of the concrete mix is high since this will encourage

segregation of the concrete.

12.8 Plain concrete in foundations shall be placed in direct contact with the

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

manner as not to be fixed with the earth. Plain concrete also shall be

vibrated to achieve full compaction.

12.9 Concrete placed below the ground shall be protected from falling

earth during and after placing. Concrete placed in ground containing

deleterious substances shall be kept free from contact with such ground

and with water draining therefrom during placing and for a period of

seven days or as otherwise instructed thereafter. Approved

means shall be taken to protect immature concrete from damage by

debris, excessive loading, abrasion, vibrations, deleterious ground

water, mixing with earth or other materials, and other influences that

may impair the strength and durability of the concrete.

13.0 CONVEYING :

Concrete shall be conveyed from mixer to forms as rapidly as

practicable by methods which prevent segregation and/or loss of

ingredients. In case such segregation occurs inadvertently, concrete

shall be remixed before being placed in final position. It shall be

deposited in final position as early as practicable but always within a

period of 30 minutes after mixing. When initial set has taken place in

a batch of concrete before it is placed in final position, such concrete

shall be rejected and taken away from the site to a distance and

deposed of as ordered by the Engineer.


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14.0 PLACING OF CONCRETE :

14.1 All rubbish etc. inside the shuttering shall be washed out

immediately prior to placing of concrete.

14.2 Each layer of concrete that is being placed shall be vibrated by using

mechanical vibrators to from a dense material with all surfaces free

from honey combing and free from water or air holes and other

defects.

15.0 DEPOSITING THE CONCRETE :

15.1 The method of equipment used for placing concrete shall be such as

will permit delivery of concrete of the required consistency into the work

without delay, segregation, porosity or less of workability. Care

shall be taken to see that as far as possible no shock or vibration shall

reach the concrete during the process of setting. All surfaces of forms

and metal work including reinforcement barfs that have become

entrusted with dried mortal or from grout of concrete previously placed

shall be thoroughly cleaned, concrete of inferior quality shall be

removed and replaced. The concrete shall not be dropped from

excessive height.

15.2 The concrete shall be deposited in continuous horizontal layers, in

case of discontinuity in concrete, the cement mortar of one grade

higher shall be spread over the previous layer. The water cement

ratio of the mortar shall not exceed that of the concrete to be placed

upon it. The spreading of mortal shall be done uniformly and

thoroughly with steel brooms into all irregularities of the surface

concrete shall then be placed immediately upon the fresh mortal. No

concrete shall be placed during rains, high winds, storms, excessive heat

and other similar conditions without prior approval of the Engineer, who

shall have the right to disallow the placing of concrete during such

conditions or to prescribe special precautionary measures and


75

the contractor shall comply with such directions. No claims against the

department shall be entertained on this account.

16.0 RATE OF PLACING :

The concreting of units of S.W. drains of length 1.5 m. and size as

specified shall be done in continuous operation till the entire section is

completed, and concrete shall not be placed faster than the placing

crew can compact it properly. The contractor shall not be entitled to

any additional payment over the accepted rates by reason of any such

limitations on the placing of concrete.

17.0 CURING :

The item provided with watering and curing includes continuous

watering operation through out the day and night including lunch

hours and also during holidays. For this purpose the contractor shall

have to construct water tanks of sufficient capacity with necessary

booster pumps etc. to ensure adequate curing and wetting materials.

The curing of storm water drains and covers shall have to be done by

covering the entire surface by wet gunny bags for specified period

and making ‘watta’ with lean cement mortar to provide standing water

for specified period of curing. All repair works shall be cured by

applying curing compound of approved make.

18.0 CRACKS :

18.1 If cracks, which in the opinion of the Engineer may be detrimental to the

strength of the construction, develop in concrete construction, the

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

specified in special conditions. If under such test leads the cracks

develop further, the contractor shall dismantle the construction, carry

away the debris, replace the construction and carry out all

consequential work thereto.


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

opinion of the Engineer are not detrimental to the stability of the

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

with neat cement grount and also at his own expenses and risk shall

make good to the satisfaction of the Engineer all other works such as

plaster, molding, surface finish of floors, roofs, ceilings, etc. which in

the opinion of the Engineer have 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.

19.0 DEFECTIVE CONCRETE :

Should any concrete be found honey combed 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 expense.

19.0 FORM WORK :

19.1 Definition :

The term “Form work” or Shuttering” shall include all form, moulds,

sheeting, shuttering planks, waters, poles, posts, shores, struts and

strutting, ties, uprights, walling, steel rods, bolts, wedges and all

other temporary supports to the concrete during the processing of

setting.

19.2 Materials :

19.2.1 All facing form work to come in contact with concrete in different

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

specified on drawings or as instructed by the Engineer.

19.2.2 Timber facing form work 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.


77

19.2.3 The materials for other backing and supporting form work and their

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

approval of the Engineer.

19.3 Design :

The form work 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 and

approval of the proposed form work by the Engineer will not

diminish the contractors responsibility for the satisfactory performance

of the form work, nor for the safety and Company- ordination of all

operations.

19.4 Form work for concrete surfaces :

The facing form work, 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 S.W. drains and covers.

19.4.1 The S.W. drains and covers shall be made with :

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

suitable structural frame work, fabricated true to plane with tolerance of

+/- 2 mm within the plate.

19.4.3 Timber planks of 20 mm actual thickness and of specified surface

finish, width and reasonable length.

19.4.4 Plywood plates not less than 12 mm thick (IS : 4990 – Specification for

plywood for concrete shuttering work) with a 20 mm timber plank

backing of specified sizes stiffened with a suitable timber framework.


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20.0 ERECTION OF FORMWORK :

The following shall apply to all form work :

20.1 To avoid delay and unnecessary rejection, the contractor shall obtain

the approval of the Engineer for the design of forms and the type of

materials used before fabricating the forms. (Ref. ACI 347 Form

work for concrete of equivalent I.S. Code.)

20.2 All shutter plank and plates shall be adequately backed to the

satisfaction of the Engineer by a sufficient number of size and waters or

frame work to ensure rigidity during concreting. All shutters shall be

adequately strutted, braces 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 props shall be allowed.

20.3 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 form work.

20.4 Care shall be taken that all form work is set plumb and true to line

and level or camber or better where required and as specified by the

Engineer.

20.5 Provision shall be made for adjustment of supporting struts where

necessary. When reinforcement passes through the form work 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.

20.6 If the form work is held together by bolts or wires, these shall be so

fixed that no iron will be exposed on surfaces against which concrete is

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

form work. The Engineer may at his discretion allow the contractor

to use tie bolts running through the concrete and the contractor shall


79

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.

20.7 Provision shall be made in the shuttering for beams, columns, and

walls for a port hole of convenient size so that all extraneous materials

that may be collected could be remove just prior to concreting.

20.8 Form work 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.

20.9 Surface of forms in contact with concrete shall be oiled with a mould oil

of approved quality. If required by the Engineer the contractor shall

execute different parts of the work with different moulds oils to enable

the Engineer to select the most suitable oil. The use of oil which

result in blemished 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 form work shall be kept thoroughly

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

20.10 Immediately before concreting is commenced, the form work shall be

carefully examined to ensure the following:

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

brushing and washing.

ii) The tightness of joints between panels of sheathing and

between these and any hardened core.

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

especially connections or bracing.

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


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20.11 The contractor shall obtain from the Engineer approval for

dimensional accuracies of the work and for the general arrangement of

propping and bracing. (IS : 3696 – Safety Code of Scaffoldings and

ladders, IS : 4014 Steel Tubular Scaffolding I & II). It is imperative

that for scaffolding heights of 3.6 m. and above timber posts or

steel scaffolding be used with adequate bracings in horizontal

and vertical planes. Bracing with bamboos will not be permitted. When

timber posts are used the bracing shall consist of minimum 25 mm

thick wooden planks fixed to each post with at least two nails. The

contractor shall be entirely responsible for the adequacy of propping,

and for keeping the wedges and other locking arrangements

undisturbed through and decentering period. (IS :

8969 safety code for erection of concrete framed structures).

20.12 Form work shall be continuously watched during the process of

concreting. If during concreting any weakness develops and form

work shows any distress the work will be stopped immediately and

remedial action shall be taken.

21.0 EXPOSED CONCRETE WORK :

Exposed concrete surfaces shall be smooth and even, originally as

stripped without any finishing or rendering and the form work –

materials and workmanship, shall ensure this. Where directed by the

Engineer, the surface shall be rubbed with carborandum stone

immediately on striking the forms. The contractor shall exercise

special care and supervision of form 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. Honey combed parts of the concrete shall be removed by

the contractor as directed the Engineer and fresh concrete placed

without extra cost, as instructed by the Engineer materials, sizes and

layouts of form work including the locations for their joints shall

have prior approval of the Engineer.


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22.0 TOLERANCES :

In accordance with IS : 456.

23.0 AGE OF CONCRETE AT REMOVAL OF FORM WORK:

In accordance with IS : 456. The Engineer may vary in the periods

specified in IS : 456 if he considers it necessary. Immediately after the

forms are removed, they shall be cleaned with a jet of water and a soft

brush.

24.0 REUSE OF FORMS :

The Concrete shall not be permitted reuse of timber facing form

work brought new on the works more than 5 times for exposed concrete

form work and 8 times for ordinary form work. 5 or 8 use 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

form work shall not be allowed.

25.0 MEASUREMENTS :

No separate payment shall be made for form work, centering etc. All

concrete rates shall be inclusive of form work, centering etc.

25.1 The detailed specification given in foregoing clauses for concrete

and form work shall apply to all concrete item in this tender.

26.0 REINFORCEMENT :

26.1 Steel :

Mild steel, rounds shall conform to IS : 432. HYSD/TMT bars shall

conform to IS : 1786, hard drawn steel wire fabric shall conform to IS


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: 1566 – 1877, or rolled steel made from structural steel conforming to

IS : 226. Any other steel specified for reinforcement shall conform in

every respect to the latest relevant Indian Standard Specifications and

shall be of tested quality under the B.I.S. certifications scheme. All

reinforcing work for concrete work shall be executed in conforming

with the drawings supplied instructions given by the Engineer and

shall generally be carried out in accordance with the relevant

Indian Standard Specifications.

26.2 Inspection & Testing :

Every bar shall be inspected before assembling on the works and any

defective brittle, excessively rusted or burnt bars shall be removed.

Cracked ends of bars shall be cut out. Specimens sufficient as per

I.S. 1786 for each different size shall be sampled and tested by the

Contractor, batches shall be rejected if the average results of each

batch are not in accordance with the specifications.

26.3 Lapping :

As far as possible bars of the maximum length available shall be

used. Laps shown on drawings or otherwise specified by the Engineer

will be based on the use of bars of maximum length. In case the

contractor wishes to use shorter bars, laps shall be provided at the

contractor’s cost in the manner and the locations approved by the

Engineer.

27.0 SPACING, SUPPORTING AND CLEANING :

27.1 All reinforcement shall be placed and maintained in the positions

shown on the drawings.

27.2 The contractor shall provide approved types of support as specified on

the drawings for maintaining the top bars of the slab in position.

27.3 G.I. wire shall be used as binding wire. All bars crossing one


83

another shall be bound with this wire twisted tight to make the skeleton

or network rigid so that the reinforcement is not displaced during

placing of concrete.

27.4 On no account shall be bars be oiled or painted nor shall mould oil

used on the form work be allowed to come in contact with the bars.

Cement wash to bars shall not be permitted.

28.0 PROCUREMENT OF TMT STEEL BARS CONFORMING TO

RELEVANT I.S. CODE WITH LATEST AMENDMENT :

1) Each consignment of steel bar shall be tested conforming to

relevant I.S. code in the approved laboratory. In addition to this,

the contractor has to procure the manufacturer’s test certificate.

2) The steel reinforcement shall be stored in the yard on wooden

bullies by taking necessary precaution to avoid corrosion and

deterioration.

3) The contractor has to take special care to protect the

reinforcement bars from corrosion action due to weathering action.

In case of corrosion of steel reinforcement due to long period of

stacking, the contractor has to derust the bars before placing without

extra cost to CIDCO.

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

MIX CONCRETE

All concrete works will be by providing and casting R.C.C. & P.C.C. M-

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

reputed manufacturer approved by Engineer using maximum

20mm graded trap stone aggregate for R.C.C. & P.C.C. raft

foundations, walls, beams, slab including dewatering, centering,

form work, etc. and including all taxes etc. complete.


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29.1 Scope of work & item to include-

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

P.C.C. works as mentioned above procured from reputed

manufacturer approved by Engineer. The concrete shall be

conforming to IS : 456 – 2000 or its amendments for controlled

cement concrete.

The material requirement shall be completed according to

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

cement concrete.

2. The item includes manufacture with ingredients, control

temperature, transportation, pumping, placing, vibration and

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

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

cost of ready mix concrete and any penalty, additional charges for

controlling temperature upto casting, or any other charges levied

by the manufacturer.

3. Proportioning of the mix/mix design shall be submitted to

CIDCO Laboratory to achieve strength specified in item & shall be

get approved by Engineer. The proportioning of ingredients, use

of ingredients and mix designs parameters for various slumps shall

be got approved by Engineer prior to mix design.

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

approved by the Engineer.

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

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

possible by methods which will prevent segregation and loss of

ingredients.

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

and finished before initial setting commences. The method of

placing shall be such as to avoid segregation. Placing shall be

done in a balanced manner to avoid eccentric loads on the form

work.


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

and the total not exceed 1% on an average.

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

re-mixed but shall be disposed off as desirable.

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

version).

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

installing and removal of scaffolding, false work and forms and

branching necessary for the satisfactory completion of item.

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

property.

15. Establishment of site laboratory.

29.2 Testing-

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

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

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

approved as per quantum received on site.

29.3 Mode of measurement and payment-

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

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


86

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

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

anchor bars. No deduction shall be made for embedded structural

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

anchor shall neither be deducted nor payment made for grouting these

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

preliminary drawings are likely to be changed. The contractor shall

not be entitled to extra claims due to such changes.

30.0 READY – MIXED CONCRETE

Ready Mixed concrete may be manufactured in a central automatic

weigh Batching plant and transporting to the job in agitating transit

mixers.

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

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

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

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

may be necessary to combine and blend certain fractional sizes

of aggregates. Uniformity of gradation throughout the entire job shall

be maintained.

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

pumped, compacted and finished without difficulty.

Fine Aggregates

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

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

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

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

sands to produce these desired percentages. With this gradation sands

having a fineness modulus between 2.4 and 2.8 are generally

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

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

proportioning.


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Water, Admixture and slump:

The amount of water required for project concrete consistency shall

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

unloading and ambient temperature conditions.

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

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

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

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

be added to mixed batches to obtain desired slump.

Transportation:

The method of transportation used should efficiently deliver the

concrete to the point of placement without significantly altering its

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

homogeneity.

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

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

during transportation and prior to discharge shall be specified and

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

units. Standard mixer uniformity tests, conforming to ASTM Standards

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

carried out to determine whether mixing is being accomplished

satisfactorily.

Field Control: -

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

employed to determine if any changes in the slump and other

significant mix characteristics occur. However, for determining strength

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

Planning:

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

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


88

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

and the entire surrounding area shall have adequate bearing strength

to support concrete delivery pipes. Lines from pumps to placing

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

areas, alternats lines should be installed for rapid connection when

required. Standby power and pumping equipment should be provided

to replace initial equipment, should breakdown occur.

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

at an appropriate delivery rate.

An checklist proforma for approval of R.M.C. is enclosed herewith.

Time in transport shall be as per I.S. 4926 – 2003.

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

Clause No. 8 of I.S. 4926 – 2003.

Information to be included in the delivery ticket to the purchaser

shall be as per Annexure “G” of I.S. 4926 – 2003.

Material testing reports shall invariably be submitted by the producer as

per Annexure “B” of I.S. 4926 – 2003.

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

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

31.0 SPECIFICATION FOR READY MIX CONCRETE 31.1 Batching of Concrete ingredients:

For all 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.


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31.2 Transporting, placing, compacting, finishing and curing:

Transporting, placing, compacting, finishing and curing of

concrete shall be in accordance with IS: 456-2000.

31.2.1 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.

31.2.2 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 2.0m, suitable arrangement in

formwork should be made so that the vertical drop of concrete is

restricted to less than 2.0 m. Any such arrangement should be

approved from the Engineer in advance before execution.

High velocity discharge of concrete causing segregation of mix

shall be avoided. The concrete shall be placed in the forms

gently and not dropped from the height exceeding 1.5m

except in columns where the maximum allowed will be 2.0 m.

Each batch of concrete will be placed in layer. Each layer of

concrete shall be compacted fully before the succeeding layer is

placed and separate batches shall be placed and fully

compacted before the layer immediately below has taken initial


90

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.

31.2.3 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


91

type vibrators, depending on the thickness of layer to be

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

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

appropriate diameter vibrator by holding the vibrator in position

until:

i) Air bubbles cease to come to surface

ii) Resumption of steady frequency of vibrator after short

period of dropping the frequency, when the vibrator is first

inserted.

iii) The tone of the vibrator becomes uniform

iv) Flattened, glistening surface, with coarse aggregated

particles blended into it, appears on the surface. After the

compaction is completed, the vibrator should be withdrawn

slowly form concrete so that concrete can flow in to the

space previously occupied by the vibrator. To avoid

segregation during vibration, the vibrator shall not be

dragged through the concrete nor used to spread the

concrete. The vibrator shall be made to penetrate into layer

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

The vibrator shall be made to operate at regular pattern

of spacing. The effective radii of action will overlap,

approximately half a radius to ensure complete compaction.

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


92

to assure adequate vibration in case of breakdown of those

in use. 25mm diameter immersion vibrators shall be used

in thin sections upto 125mm, 40mm diameter immersion

vibrators in fairly wide sections like beams, slabs, columns

etc. and 60mm diameter vibrators in foundation,

pilecaps or such large section members. Screed vibratos

shall also be used for slab concreting.

vii) Plain concrete also shall be vibrated whenever and

wherever directed by ENGINEER to achiever full

compaction, using needle and screed vibrators as

necessary.

31.2.4 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. 31.3 Placing temperatures :

During extreme hot weather, the concreting shall be done as

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

Fine and coarse aggregates concreting shall be kept shaded and

the concrete aggregates sprinkled with water for a sufficient time

before concreting, in order to ensure that the temperature of

these ingredients is as low as possible prior to batching. The

mixer and batching equipment shall be also shaded and if

necessary painted white in order to keep their temperatures as

low as possible. The placing temperature of concrete shall be as

low as possible in warm weather and care shall be taken to


93

protect freshly placed concrete form over heading by sunlight in

the first few hours of its laying. The time of day selected for

concreting shall also be chosen so as to minimize placing

temperatures. In case of concreting in exceptionally hot weather

the Engineer may in his discretion specify the use of ice either

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

mixing water. In either case no extra payment shall be made to

the contractor on this account.

31.4 Construction joints :

Construction joints in all concrete work shall be made as directed

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

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

of the concrete. Before fresh concrete is placed against a

vertical joint, the old concreter shall be chipped/sand blasted,

cleaned and moistened 25 hours before placing the concrete.

All standing water should be removed and dried with

compressed air. Neat cement slurry shall be applied on the

chipped/sand blasted surface and mortar of the same water

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

required suitable expansion joints shall also be provided as

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 noting will be paid on this account.


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31.5 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. 31.6 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 drawings or as instructed by the Engineer. 31.7 Cracks:

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

the Engineer may be detrimental to the strength of the

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

other construction as specified in Special Conditions. If under such

test loads the cracks develop further, the Contractor shall

dismantle the construction, carry away the debris, replace the

construction and carry out all consequential work thereto,

without nay extra payment.

31.7.2 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


95

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. 31.8 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 formwork is not provide other that slabs

shall be smoothed with a float to give a finish equal to that of

the rubbed down face, where formwork is provided. The top

face of a slab which is not intended to be covered with other

materials shall be leveled and floated to a smooth finish at

the levels or falls shown on the drawings or as directed.

The floating shall be done so as not to bring as excess of

mortar to the surface of the concrete. The top face of a slab

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

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

roughened by approved means to form a key.

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

the cubes should be tested at independent recognized

laboratories approved by Engineer at their cost.

31.9 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 form reputed manufacturer


96

approved by Engineer. The material shall be conforming to

IS:383. The material requirement shall be completed

according to Standard Specifications No.B.7.1 refer Page

No. 38 for controlled cement concrete.

2. The item include manufacturer with ingredients,

control temperature, transportation, pumping, placing,

vibration and curing of Ready Mix Concrete and all taxed,

excise duty, sales tax, octroi, insurance etc. levied by

Govt./Semi-Govt./local authority and cost of ready mix

concrete and any penalty, additional charges for

controlling temperature upto casting or any other charges

levied by the manufacturer.

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

the contractor/RMC manufacturer to achiever strength

specified in item and shall be get approved by

Engineer. The proportioning of ingredients, use of

ingredients and mix designs parameters for various slumps

shall be got approved by Engineer prior to mix design.

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

and got approved by the Engineer.

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

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

quickly as possible by methods which will prevent

segregation and loss of ingredients.

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

compacted and finished before initial setting commences.

The method of placing shall be done in balanced manner

to avoid eccentric loads on the form work. As far as

possible the concreting shall be done continuously and

construction joints avoided. If the area to be concreted is


97

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 of corners height spot defects shall be made good

and finished with cement mortar 1:2. But necessity of

such finishing must be exceptional and the total not exceed

1% on average.

11. Concrete which is partially hardened shall not be tempered

or re-mixed but shall be disposed off as desirable.

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

(latest version).

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

plant, installing and removal of scaffolding, flase work

and forms and branching necessary for the satisfactory

completion of item,

14. Compensation for injury to persons and damage to work

or property.

15. Establishment of site laboratory.

31.10.1 SAMPLING AND STRENGTH TEST FOR CONCRETE:

31.10.1.1 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


98

concrete, optional tests on beams or modules of rupture at 71 + 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.

31.10.1.2 Frequency of

Samples : Sampling Procedure : A random sampling procedure shall be adopted to ensure that

each concrete batch shall have a reasonable chances of being tests;

i.e. the sampling should be spread over the entire period of

concreting and cover all mixing units.

31.10.1.3 Frequency:

The minimum frequency of sampling concrete of each grade shall be

in accordance with the following:

Quality of concrete in the work (M3) No. of samples

Upto 5 1

Above 5 & upto 15 2

Above 15 & upto 30 3

Above 30 & u pto 50 4

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

m3 or part thereof.

31.10.1.4 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 formwork, or to determine the duration of curing, or


99

to check the testing error. Additional cubes may also be required

for testing cubes cured by accelerated methods as described in IS:

516.

31.10.1.5 Test results of sample:

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

Number of test results:

The total number of test required to constitute an acceptable record

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

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

possible when a mix used for the first time. Standard deviations to

be brought upto date. The calculation of the standard deviation

shall be brought upto date after every change of mix design and

atleast once a month.

31.10.1.6 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.

Δ = Deviation of the individual test strength from the

average strength 'n' samples and

n = Number of samples test results. When significant changes are made in the production of concrete

batches (for example changes in the material used, mix design,

equipment or technical control), the standard deviation value shall

be separately calculated for Such batches of concrete.


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31.10.1.7 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.

31.10.1.8 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 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 pours 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 measures to the satisfaction of

the Engineer.

31.10.2 Failure to meet specified requirements:

If from the cube tests 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

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


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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.

31.10.3 Testing of concrete:

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

for routine 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 the 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:

1) Moisture content of sand

2) Moisture content of aggregates.

3) Silt content of sand

4) Grading of sand

5) Slump test of concrete

6) Grading of aggregates

7) 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


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his representative's approval shall not relieve the contractor of any

of his obligations to comply with the provisions of this specification or

contract.

31.10.4 Admixtures:

Approved admixtures and air entraining agents may be permitted

by the Engineer in charge at his discretion provided that the

strength requirements and durability are not affected by their use.

31.10.5 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 surface finish and to have the specified strength. The

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

out slump tests. 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. The Slumps test apparatus and

labour etc. shall be provided by the Contractor free of cost.

31.11 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 0.001 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.


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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.

31.11.1 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) Measuring Cylinders

iii) Slump Cones

iv) Adequate number of Standard Moulds

v) Weighing Balance

vi) Curing tank for cubes

vii) Concrete cube testing machine

Any other apparatus deemed necessary by the Engineer for

proper control shall be provided by the Contractor at his own

expense. The laboratory shall be staffed by qualified technicians.

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

the cubes should be tested at independent recognized

laboratories approved by Engineer at their cost.

31.12 Ready-Mixed Concrete and Pumping Concrete

31.12.1 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-


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

for pumping. Provision shall be made for elimination of

over-sized particles by screening or by careful selection of

aggregated. To obtain proper gradation it may be necessary to

combine and blend certain fractional sizes to aggregates.

Uniformity of gradation throughout the entire job shall be

maintained.

The quantity of coarse aggregate shall be such that the concrete

can be pumped, compacted and finished without difficulty.

31.12.2 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, sand having a fineness modulus

between 2.4 and 2.8 are generally satisfactory. However, for

uniformity, the fineness modulus of the sand should not vary

more that 0.2 from the average value used in proportioning.

31.12.3 Water, Admixtures and slump:

The amount of water required for proper concrete consistency

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

time of unloading and ambient temperature conditions.

Additions of water to compensate for slump loss should not

be resorted to nor should the design maximum water-cement

ratio be exceeded. Additional dose of retarder

/plasticizer/superplasticizer shall be used with prior approval of

Engineer to compensate the loss setting time and slump at


105

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

added to mixed batches to obtain desired slump.

31.12.4 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 approval

make shall be used for transporting the concrete. The number of

revolutions at mixing speed, during transportation, and prior to

discharge shall be specified and agreed upon. Reliable counters

shall be used on revolving-drum truck units. Standard mixer

uniformity tests, conforming to ASTM standards C 94-69

“Standard Specifications for Ready Mix Concrete”, shall be carried

out if desired by Engineer to determine whether mixing is being

accomplished satisfactorily.

31.12.5 Pumping of Concrete:

Only approved pumping equipment, in good working

condition, shall be used for pumping of concrete. Concrete shall

be pumped through a combination of rigid pipe and heavy-duty

flexible hose of approved size and make. The couplings used to

connect both rigid and flexible pipe section shall be adequate in

strength to withstand handling loads during erection of pipe

system, misalignment, and poor support along the lines. They

should be nominally rated for at least 3.5 Mpa pressure and

greater for rising runs over 30m. Couplings should be

designed to allow replacement of any section without moving

other pipe sections, and should provide full cross section with

no construction of crevices to disrupt and smooth flow of concrete.

All necessary accessories such as curved sections of rigid pipe, swivel


106

joins and rotary distributors, pin and gate valves to prevent

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

another pipe line, connection device to fill forms from the

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

connecting different size of pipe, air vent for downhill pumping,

clean-out equipment etc. shall be provided as and where

required. Suitable power controlled booms or specialized crane

shall be used for supporting the pipe line.

31.12.6 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 concreter, cubes shall be taken from the

placement end of line. The RMC supplier should nominate a

technically qualified representative at site for sampling, testing and

placing of concrete.

31.13 Planning:

Proper planning of concreter supply, pump locations, line

layout placing sequence and the entire pumping operation shall

be made. The concreter production, transportation and placing

shall be planned in such a manner that duration between

addition of water during mixing and placing of concrete in

desired location is well within time limits prescribed by the RMC

manufacturer, however, this is subjected to fulfillment of slump

and other properties of concrete as specified in tender. On

failure to adherer to the time schedule by the Supplier the Engineer

may reject the concrete.

The pump wherever used should be as near the placing area

as practicable, and the entire surrounding area shall have


107

adequate bearing strength to support concrete delivery pipes.

Lines from pump to the placing area should be laid out with a

minimum of bends. For large spacing areas alternate lines

should be installed for rapid connection when required.

Standby power and pumping equipment should be provided to

replace initial equipment, should breakdown occur. The placing

rate should be estimated so that concrete can be ordered at

an appropriate delivery rate.

As a final check, the pump should be started and operated

without concrete to be certain that all moving parts are operating

properly. A grout mortar should be pumped in to the lines

to provide lubrication for the concrete, but this mortar shall not

be used in the placement.

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

line to complete the placement, the pump shall be stopped and

a go- devil inserted and shall be forced through the line by

water under pressure to clean it out. The go-devil should be

stopped at a safe distance from the end of the line so that the

water in the line will not spill into the placement area. At the end

of placing operation, the line shall be cleaned in the reverse

direction.

SUBMISSION OF DOCUMENTS FROM RMC MANUFACTURER

Following document shall be submitted by the RMC manufacturer to

CIDCO through the contractor along with checklist for RMC specified in

the tender document.

1. Design Mix

2. Manufacturer’s Test Certificate for cement and plasticizer

3. Lab test certificates for all ingredient of concrete.

4. Delivery docket sheet mentioning the grade of

concrete, quality of ingredient used, slump, transit mixer


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vehicle no. placement, location, time of concrete produce

and placing etc.

31.14 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.

31.14.1 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.

31.14.2 Materials :

31.14.2.1 All facing formwork to come in contact with concrete in

different elements of the structures shall be of such material

and size as specified on drawings or as instructed, by the

Engineer.

31.14.2.2 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.

31.14.2.3 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.


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31.14.3 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.

31.14.4 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.

31.14.4.1 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.

31.14.4.2 Bottom of beams, girders and ribs, sides of columns shall be

made with:

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


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stiffened with a suitable structural frame, fabricated true to

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

b) Timber planks of 35mm actual thickness and of

specified surface finish, width and reasonable length.

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

sizes stiffened with a suitable timber framework.

31.14.5 Erection of Formwork:

The following shall apply to all formwork:

31.14.5.1 To avoid delay in 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)

31.14.5.2 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.

31.14.6 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


111

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


112

of oil which results in blemishes of the surface of the

concrete shall not be allowed. Oil shall be applied before

reinforcement has been placed and care shall be taken

that no oil comes in contact with the reinforcement while it

is being placed in position.

The formwork shall be kept thoroughly wet during

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

6) Immediately before concreting is commenced, the

formwork shall be carefully examined to ensure that

following:

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

refuse by brushing and washing.

b) The tightness of joints between panels of sheathing

and between these and any hardened core.

c) The correct location of tie bars, bracing and

spacers, and especially connection or bracing.

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

e) That provision is made for traffic on formwork not

to bear directly on reinforcing steel.

7) Formwork shall be continuously watched during the process

of concreting. If during concerting any weakness

develops and formwork shows any distress the work shall

be stopped and remedial action shall be taken.

31.14.7 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


113

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.

31.14.8 Camber:

Forms and false work shall be generally cambered as indicated

in the drawings or as instructed by the Engineer. However, for

beams up to 5m span and slabs upto 4m span camber is not

normally required to be provided.

31.14.9 Tolerances :

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

31.14.10 Age of Concrete at Removal of Formwork :

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

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

he considers it necessary. Immediately after the forms are

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

31.14.11 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


114

Engineer. No extra charge will be allowed to the Contractor for

such work on concrete surfaces after removal of forms.

31.14.12 Reuse of Forms :

The Contractor shall not be permitted reuse of timber facing

formwork brought new on the works more than 5 times for

exposed concrete formwork and 8 times for ordinary formwork.

5 or 8 uses shall be permitted only if forms are properly cared

for, stored and repaired after each use. The Engineer may in his

absolute discretion order rejection of any forms he considers

unfit for use for a particular item, and order removal from

the site of any forms he considers unfit for use in the works.

Used forms brought on the site will be allowed proportionately

fewer uses as decided by the Engineer. Use of different quality

boards or the use of old and new boards in the same formwork

shall not be allowed.

31.14.13 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


115

Rates, but in measuring the area of concrete surfaces

shuttered, no deduction will be made for openings upto

0.4m2. For voids larger than 0.4m2 the surface of

formwork forming the voids shall be paid at rates of

formwork set out in the Schedule and the area of voids

deducted from the face area of shuttering.

4. No deductions shall be made from formwork of main

beams where the secondary beams intersects it.

Formwork to secondary beams shall be measured upto

sides of the main beams. No deduction shall be made

from the formwork to stanchion or column casings at

intersections of beam.

5. No payment shall be made for temporary formwork used

in concreting, nor for formwork required for joints or

bulkheads, in floors, elsewhere, whether such joints are to

be covered later with concrete or mastic or other material.

32.0 REINFORCEMENT:

32.1 STEEL:

Mild steel, rounds shall conform to IS :432. HYSD bars shall conform

to IS: 1139 of Fe 415, hard drawn steel wire fabric shall

conform to IS:1566-1877, or rolled steel made from structural steel

conforming to IS: 226. Any other steel specific for reinforcement shall

conform in every respect to the latest IRC Specifications, relevant

Indian Standard Specifications and shall be of tested quality under

the I.S.I. certifications scheme. All reinforcing work for concrete

work shall be executed in conforming with the drawings supplied

and instructions given by the Engineer and shall generally be

carried out in accordance with the relevant Indian Standard

Specifications IS:2502 & IRC Specifications.


116

32.2 Inspection and Testing:

Every bar shall be inspected before assembling on the works and

any defective brittle, excessively rusted or burnt bars shall be

removed. Cracked ends of bars shall be cut out. Specimens

sufficient for three Tehsile Tests per 10 tonnes of bars and for each

different size shall be sampled and tested by the Contractor, batches

shall be rejected if the average results of each batch are not in

accordance with specifications.

32.3 Lapping:

As far as possible bars of the maximum length available shall be

used. Laps shown in the drawings or otherwise specified by the

Engineer will be based on the use of bars of maximum length. In case

the Contractor wishes to use shorter bars, laps shall be provided at

the Contractor's cost in the manner and locations approved by the

Engineer. As and when necessary welded laps shall be provided as

specified by the Engineer. No extra payment shall be made for

welding the joints.

32.4 Spacing, Supporting and Cleaning :

32.4.1 All reinforcement shall be placed and maintained in the

positions shown on the drawings.

32.5 The Contractor shall provide approved types of supports as specified

on the drawings for maintaining the top bars of the slap in position.

32.6 The SWG annealed steel/G.!. wire shall be used as building wire.

All bars crossing one another shall be bound with this wire twisted

tight to 'make the skeleton or network rigid so that the

reinforcement is not displaced during placing of concrete.

32.7 On no account shall be bars oiled or painted nor shall mould oil

used on the form work be allowed to come in contact with the bars.

Cement wash to bars shall not be permitted.


117

32.8 Welding:

32.8.1 Where specified, all welding shall be carried out in accordance with

IS:

2571. Only qualified welders shall be permitted to carry out such

welding.

32.9 For cold twisted reinforcement welding operations must be controlled

to prevent a supply of large amounts of heat larger than that can

dissipated. The extreme non twisted end portion shall be cut off

before welding. Electrodes with futile coating should be used.

32.10 The welding operations shall be approved by the Engineer and

tests shall be made to prove the soundness of the welded connections.

32.11 Measurement

1) The weight of steel to be paid for at the contract rates shall be

the weight of bars as mentioned on the drawings or as instructed

by the Engineer including stirrups, ties, spacer bars, chairs and any

other steel works specified as reinforcement but excluding binding

wire and cover blocks. Laps as specified on the drawings shall be

paid for. Laps required because of the Contractor’s use of shorter

bars will not be paid for :

2) The weight of any stirrup, tie bar shall be computed from

the dimensions given on the drawings or bending schedules. The

weight in Kg/Metre shall be taken as 0.785 kg/metre per 100 mm2

of cross section.

33.0 Providing dry trap/ granite/ quartzite/ gneiss rubble stone

soiling 15 to 20 cm. thick including hand packing and

compacting complete.

33.1 GENERAL :

The item provides for supply of dry trap rubble soling and labour

for laying of specified type of stones in the specified thickness


118

including preparing the subgrade to proper section by scraping,

dressing, watering & compaction with vibratory roller etc. and hand

packing the rubble chips to the required line, curve, grade and

section.

33.2 Diversion :

When the traffic can be allowed on the road side berms without

much inconvenience to traffic or impediment to the work, this

shall be provided by the contractor at his own cost. He shall

provide the necessary barricading, warning boards and signals

and watchmen by day and red lights at night and comply with

relevant provisions of specification No. BR.1 of Red Book.

Otherwise, a separate diversion shall be provided according

specification No. BR. 1 of Red Book.

33.3 CONSTRUCTION :

33.3.1 Preparation of sub-grade :

The sub-grade shall be marked by stakes and strings for the

required width for laying of the soling in line, curve, section and

grade with reference to the centre line. The edge line stakes shall be

ranged for a sufficiently long length to obtain straight lengths and

uniform curves. The contractor shall clear off the area and do the

necessary trimming or filling for laying of the soling in line, curves,

grades and section. All fillings shall be watered and compacted to

get maximum consolidation. The camber, super elevation etc. of

the sub-grade shall conform in shape to those of the finished

road surface and if in any section the road surface is loose,

undulating or uneven, the contractor shall at his own cost make it

up with suitable material, water and compact it and obtain the

correct section. Camber boards shall be used to get the required

section.


119

33.3.2 Laying Soling :

The rubble collected by the roadside shall be laid with the largest

face downwards and in contact with each other. the stone shall break

joint as far as possible. The full thickness of the soling shall generally

be made with one stone only. The junction of the old road and

the new construction shall be diagonal in plan and the soling

shall be in level with the corresponding course of the road. Unless

otherwise provided in the plans or directed by the Engineer, the width

of the soling shall be 30 cm. more than that of the metal above.

33.3.3 Hand - packing :

As the laying of rubble advances the soling shall be hand packed

by wedging and packing with 80 mm metal coed for the purpose

in the joints of the soling and driving them by hammers in place so

as to fill the voids as completely as possible. This operation of

hand packing shall follow the rubble laying closely. The soling shall

be laid and hand packed true to grade and section and these shall

be often checked by boning rods, template boards and fish line etc.

The grades, section etc. of the soling shall correspond to those of the

surfacing coming on it. The soling thus laid shall be finished by

knocking out projecting stones and filling depressions by chips to

come up to the grade and camber.


1) Setting out including labour and materials like stakes, strings,

fish line, boning rods, and camber boards.

2) Diversion, barricading, signaling and controlling traffic

if necessary unless separately provided in the tender.

3) Conveying the rubble from stacks on the roadside and laying

the soling to the required line, curve, grade and section


120

including clearing, sectioning, dressing grades and section and

compacting the section, breaking rubble and hand

packing with 80 mm metal, filling the voids with rubble

chips, sand stone screening etc.

4) All labour, materials and use of equipment and tools required

for carrying out the work satisfactorily.

33.5 MODE OF MEASUREMENT & PAYMENT :

The contract rate shall be for one cubic metre of soling laid,

hand packed and finished. The width and depth shall be restricted to

the specified width and depth. The dimensions shall be recorded

correct upto two places of decimals of a metre and the quantity

calculated correct upto two places of decimals of a cubic metre.

No deduction shall be made for voids.

Signature of Bidder Date :

Chief Engineer (NMIA)Date :


121

LIST OF APPROVED MAKES AND BRANDS OF MATERIALS

The Contractor should distinctly understand that it will not be their prerogative to

insist on using a particular make/brand from amongst the approved ones. The final

selection will have to be done with the approval of Engineer. The provision will

apply where contractors do not state their choice of materials while submitting

tenders. The list given below is only indicative and not restricted to brands

mentioned. Other equipment brands may be approved at the discretion of the

Engineer.

Sr. No.

Material Make/Brand

1. Construction Chemicals

M/s. Clean Coats Pvt. Ltd., M/s. Concrete Additives & Chemicals Pvt. Ltd., M/s. BASF India Ltd., M/s. Meta-Chem Paints & Adhesives Pvt. Ltd., M/s. Apple Chemical India Pvt. Ltd.,

2. Cement M/s. Ultratech Cement, M/s. Bharathi Cement Corporation Ltd., M/s. The India Cement Ltd., M/s. Ambuja Cement Ltd., M/s. Vasavadatta Cement.

3. Steel M/s. Jindal Steel & Power Ltd., M/s. JSW Steel Ltd.

4. Ready Mix Concrete Plant

J.M.Mhatre Infra Pvt Ltd., Thakur Infraprojects Pvt Ltd., RMC (I) Ltd., Ajwani Infrastructure Pvt Ltd., R.K. Patil, Shree Venkateshwara Infrastructure Pvt Ltd., R.N.P. concrete Suppliers, P.P.Kharpatil Construction Pvt Ltd., Lafarge Aggregeate & Concrete Pvt Ltd., Kailshchandra Dilipkumar Const. Pvt Ltd., High-Tech Concrete, Utlara-tech Cement Ltd.

Signature of Bidder

Date :

Chief Engineer(NMIA)

Date :