Post on 17-Mar-2018
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. cidco.elect1@gmail.com 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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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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-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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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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.
2 Construction of pile
foundations for "C" 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
2 193536.00 No. 387072.00
5 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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 20mm dia Tor steel
reinforcement including
500mm. length above G.L.
and 8mm dia Tor steel helical
rings @ 100mm C/c. upto
1/5th length from 200mm C/c
for balance part of pile. The
socketing length in weathered
rock is 3.50m and total depth
of pile upto 8.50m from
Ground level and as per
accordance with the
requirements and specification
of MSEDCL.
3 Construction of pile
foundations for "D" 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
2 225245.00 No. 450490.00
6 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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 22mm dia Tor steel
reinforcement including
500mm. length above G.L.
and 8mm dia Tor steel helical
rings @ 100mm C/c. upto
1/5th length from 200mm C/c
for balance part of pile. The
socketing length in weathered
rock is 4.00m and total depth
of pile upto 9.00m from
Ground level and as per
accordance with the
requirements and specification
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
under the respective item for
"A" type tower
5 Providing additional depth, if
required of piles of 500mm
dia including concreting and
reinforcements as specified
under the respective item for
"C" type tower
12 3778.00 Mtr. 45336.00
6 Providing additional depth, if
required of piles of 500mm
dia including concreting and
reinforcements as specified
under the respective item for
"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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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
& commissioning pile caps
and connecting beam structure
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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.
9 Providing, constructing, testing
& commissioning pile caps
and connecting beam structure
for stub setting of 'D' 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,
embedding of stub in the pile
2 138898.00 No. 277796.00
10 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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.
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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
requirements and specification
of MSEDCL.
18 8531.00 MT 153558.00
12 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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
16 Supply erection, testing &
commissioning of Loop
48 844.80 No. 40550.40
13 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
connector clamps suitable for
0.2 ACSR conductor of
approved make as per
MSEDCL specification.
17 Supply erection, testing &
commissioning of wedge
connector clamps suitable for
0.2 ACSR conductor of
approved make as per
MSEDCL specification.
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
19 Supplying, erection, testing &
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
24 Supplying, erection, testing &
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
27 Supplying, erection, testing &
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
specification of MSEDCL.
8 24200.00 No. 193600.00
29 Supplying, erection, testing &
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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Sr. No.
Item Description Qty. Rate Unit Amount
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
surface as it was (except
bituman carpet.)
100 472.00 Mtr 47200.00
TOTAL 10370767.20
Total carried over to Grand Summary of Schedule “A” on Sl. Pg. No. 42
19 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
19
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-C : Shifting of 22KV HT overhead lines (Nere & Jawahar Feeders) 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
14 126683.00 No. 1773562.00
20 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
20
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.
2 Construction of pile
foundations for "C" 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
2 193536.00 No. 387072.00
21 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
21
Sr. No.
Item Description Qty. Rate Unit Amount
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 20mm dia Tor steel
reinforcement including
500mm. length above G.L.
and 8mm dia Tor steel helical
rings @ 100mm C/c. upto
1/5th length from 200mm C/c
for balance part of pile. The
socketing length in weathered
rock is 3.50m and total depth
of pile upto 8.50m from
Ground level and as per
accordance with the
requirements and specification
of MSEDCL.
3 Construction of pile
foundations for "D" 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
2 225245.00 No. 450490.00
22 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
22
Sr. No.
Item Description Qty. Rate Unit Amount
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 22mm dia Tor steel
reinforcement including
500mm. length above G.L.
and 8mm dia Tor steel helical
rings @ 100mm C/c. upto
1/5th length from 200mm C/c
for balance part of pile. The
socketing length in weathered
rock is 4.00m and total depth
of pile upto 9.00m from
Ground level and as per
accordance with the
requirements and specification
of MSEDCL.
4 Providing additional depth, if
required of piles of 500mm dia
including concreting and
reinforcements as specified
under the respective item for
"A" type tower
224 3238.00 Mtr. 725312.00
23 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
23
Sr. No.
Item Description Qty. Rate Unit Amount
5 Providing additional depth, if
required of piles of 500mm dia
including concreting and
reinforcements as specified
under the respective item for
"C" type tower
12 3778.00 Mtr. 45336.00
6 Providing additional depth, if
required of piles of 500mm dia
including concreting and
reinforcements as specified
under the respective item for
"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
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,
embedding of stub in the pile
14 109533.00 No. 1533462.00
24 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
24
Sr. No.
Item Description Qty. Rate Unit Amount
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 chargeans and
accordance with the
requirements and specification
of MSEDCL.
8 Providing & constructing pile
caps and connecting beam
structure 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,
embedding of stub in the pile
cap by concreting curing, back
2 116368.00 No. 232736.00
25 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
25
Sr. No.
Item Description Qty. Rate Unit Amount
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.
9 Providing & constructing pile
caps and connecting beam
structure for stub setting of 'D'
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,
embedding of stub in the pile
cap by concreting curing, back
filling, removing template,
2 138898.00 No. 277796.00
26 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
26
Sr. No.
Item Description Qty. Rate Unit Amount
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.
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
27
Sr. No.
Item Description Qty. Rate Unit Amount
by MSEDCL including loading,
unloading, transportation and
stacking of finished tower
material to site stores at sites as
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
requirements and specification
of MSEDCL.
19 8531.00 MT 162089.00
13 Supply, erection, testing &
Commissioning of 12mm dia
Hot dip galvanised HRH bolts
1350 118.00 kg. 159300.00
28 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
28
Sr. No.
Item Description Qty. Rate Unit Amount
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.
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, 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.
9600 158.00 Mtr 1516800.00
16 Supply, erection, testing &
Commissioning of Loop
connector clamps suitable for
0.2 ACSR conductor of
approved make as per
MSEDCL specification.
48 844.80 No. 40550.40
29 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
29
Sr. No.
Item Description Qty. Rate Unit Amount
17 Supply, erection, testing &
Commissioning of wedge
conector clamps suitable for
0.2 ACSR conductor of
approved make as per
MSEDCL specification.
12 990.00 No. 11880.00
18 Supply, erection, testing &
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
20 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
36 5234.00 No 188424.00
30 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
30
Sr. No.
Item Description Qty. Rate Unit Amount
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.
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
Total carried over to Grand Summary of Schedule “A” on Sl. Pg. No. 42
31 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
31
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-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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
32
Sr. No.
Item Description Qty. Rate Unit Amount
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
specification of MSEDCL.
28 24200.00 No. 677600.00
4 Supplying and 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
provided cable and necessary
back filling with light ramming
to make the road/ground
surface as it was (except
bituman carpet.)
1800 634.00 Mtr 1141200.00
5 Supplying and laying (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
provided cable and necessary
back filling with light ramming
1800 472.00 Mtr 849600.00
33 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
33
Sr. No.
Item Description Qty. Rate Unit Amount
to make the road/ground
surface as it was (except
bituman carpet.)
6 Supplying erecting, testing &
Commissioning approved
make 22KV gang operated air
brake triple pole switch
400Amp capacity 3 post type
insulator.
4 25521.00 set 102084.00
7 Supplying erecting, testing &
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
34
Sr. No.
Item Description Qty. Rate Unit Amount
9 Supply, erecting, testing,
Commissioning & fabrication
of pipe type earthing 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.
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
35
Sr. No.
Item Description Qty. Rate Unit Amount
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
Total carried over to Grand Summary of Schedule “A” on Sl. Pg. No. 42
36 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
36
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-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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
37
Sr. No.
Item Description Qty. Rate Unit Amount
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
38
Sr. No.
Item Description Qty. Rate Unit Amount
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
39
Sr. No.
Item Description Qty. Rate Unit Amount
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
7 Providing and casting in situ
Ready Mix Cement Concrete
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
40
Sr. No.
Item Description Qty. Rate Unit Amount
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
reinforcement and structural
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
9 Providing and casting in situ
Ready Mix Cement Concrete
Grade of trap / Granite /
quartzite / gneiss metal of
41 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
41
Sr. No.
Item Description Qty. Rate Unit Amount
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
reinforcement and structural
steel).
c) In RCC M-300 Beams /
Braces / Lintels
0.00 7623.00 M3 0.00
TOTAL 0.00
Total carried over to Grand Summary of Schedule “A” on Sl. Pg. No. 42
42 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
42
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’ - 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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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 CIDCO OF MAHARASHTRA LIMITED. Sl.Pg.No. C.A.No. CIDCO/EE(ELECT-I)/2014-15/84
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
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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
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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
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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
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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
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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.
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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
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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.
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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
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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
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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.
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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.
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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
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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.
4.11 ITEM TO INCLUDE :
1) Clearing site.
2) Setting out alignment including necessary labour and materials and
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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.
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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 15 & up to 30 3
Above 30 & up to 50 4
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
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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
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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.
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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.
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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.
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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
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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.
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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.
33.4 ITEM TO INCLUDE :
1) Setting out including labour and materials like stakes, strings,
fish line, boning rods, and camber boards.
2) Diversion, barricading, signaling and controlling traffic
if necessary unless separately provided in the tender.
3) Conveying the rubble from stacks on the roadside and laying
the soling to the required line, curve, grade and section
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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 :
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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 :