New Drainage under MLA budject,Municipal Councillor and other budject at chandkheda ward in West Zone AMC (ARC)

1. Name of Work :- Councillor and other budject at chandkheda ward

in West Zone AMC (ARC)

2. Tender Estimated Cost :-

1% of the Tender Cost in theform (Rs.)

3. Earnest Money :- (D.D./B.G.)

4 Tender Fee Rs : Demand Draftof Rs.3600.00

6. Time-Limit : 12 months

7. Validity Period : 120 Days

(i) Last Date of Submission of the :

: a) In Sealed cover in duplicate copies by

Registered Post A.D, or by Courier.or hand

(ii) Mode of Sending delivery

b) Tender sent by ordinary post will be rejected out

(iii) Description essential to be :

a) Name of work, Tender Notice No. & Tender No.

made on sealed cover b) Date of receiving tender by Corporations.

(iv) Mode of quoting rates in : The Price bid shall be submitted online only.

Schedule of Quantities and Rates It shall not be submitted Physically.

9. Date of Opening : Dt.. 04.02.2026, 15:00 PM

: Submission of EMD. Tender fee and other Documents

Place of Submission & Opening uring office hours: On Dt. 04.02.2026.& 12:00 pm West

10. Zone, 2nd Floor, A.M. Office, Dr. Ramanbhai Patel

Bhavan, Usmanpura.Ahmedabad Municipal Corporation,

W.Z. Office, Ahmedabad-380013.

(1) Rs.1000/- per day (for tenders amounting upto

Lakhs), (2) Rs.2500 per day (for tenders amounting

Penalty Due to Delay of work above 10 Lakhs and upto 30 Lakhs), (3) Rs.5000 per

day (for all tenders amounting

above 30 Lakhs) but not more then 10% of bill

As per STANDARD DETAILED TECHNICAL

12. Defect Liability : SPECIFICATION OF ITEMS

Time permitted to start parts Whenever a work is allotted by Engineering staff,

of work whether minor or major of part thereof of any amount,

the contractor shall be bound to start the works within

48 hours of intimation of work. Communication done

telephonically via SMS, Via Whatsapp and through

letter / E-mail shall be considered legal and binding for

the same. Contractor shall be bound to provide more

than one gange as per the works allotted/shown to

contractor In case of non-compliance of the same, shall

be treated as delay by contractor. Failure of comply to

start the works in 24 hours of intimation as above by

contractor the contractor shall be levied penalty of (1)

Rs.1000/- per day (for tenders amounting upto

Lakhs), (2) Rs.2500 per day (for tenders amounting

above 10 Lakhs and upto 30 Lakhs), (3) Rs.5000 per

day (for all tenders amounting above 30 Lakhs). Three

times failures by contractor shall make contractor

responsible to be black listed unless and otherwise

justified properly in writing / binding within 15 days of

last notice of penalty.

Contractor's Sign Addl.C.E.

Mobil No:- (west zone)

AHMEDABAD MUNICIPAL CORPORATION

ENGINEERING DEPARTMENT

Name of Work :- New Drainage under MLA budject,Municipal Councillor and other budject at

chandkheda ward in West Zone AMC (ARC)

S Item Description QTY Rate in Rs. Per Amount

Providing and casting in situ C.C. in

grade M-15 (approx. corresp. to prop.

1:2:4) (proportions as per mix design or

as per Table 9 of IS 456 2000 in

masses by weigh batching ) using granite,

quartzite trap metal of size 6 mm to

mm for RCC work, including scaffolding

centering, form work, needle vibrated

consolidation, curing comp. up to 6 meter

depth or height (excluding cost of

reinforcement and neat finishing)

with centering and

shuttering/deshuttering etc. comp. for

structure for other than water retaining.

1. Footing (without form work) 45.00 4732.00 Cu.M

2. Footing for column or foundation

(with form work) 3.00 4906.00 Cu.M

C.C. M-25 Control concrete for water

2 retaining structures

Providing and cast in situ C.C. in

grade M-25 proportions of ingredients

as per mix design by weigh batching

using granite, quartzite trap metal of size

12 mm to 20 mm and or 6 mm to 12 mm

including scaffolding centering

formwork, needle vibrated consolidation,

curing and hydraulic testing etc.

complete (excluding cost of

reinforcement) with centering and

shuttering/ deshuttering etc. comp. up

to 6 meter height /depth Av. G.L.for all

water retaining structures.

1. Bottom slab or floor slab with

shuttering 25.00 8077.00 Cu. M

2. Bottom slab or floor slab – without

shuttering 2.00 6705.00 Cu. M

3. Bottom dome / roof dome 2.00 8281.00 Cu. M

4. Slant slab/conical wall or conical shell

5. Beams /Ring beams/Ring girders 2.00 8347.00 Cu. M

6. up to 15 cm thick 1.00 8597.00 Cu. M

7. Above 15 cm and up to 20 cm 1.00 8262.00 Cu. M

8. Above 20 cm and up to 25 cm 25.00 8006.00 Cu. M

10. Columns 1.00 9195.00 Cu. M

3 Steel /Reinforcement bars

Supplying cutting, bending, binding and

placing in position steel as per plan and

design and as per ISS 2502 including cost

of steel and binding wire for

reservoirs/structures only including lift

up to 6 meter height or depth below G.L.

for all diameters. Do – deformed

(TMT) bars confirming to relevant IS Fe

– 500 grade for all diameters.

9.4 Do – deformed (TMT) bars

confirming to relevant IS Fe – 500 grade 1.00 77504.00 MT

for all diameters.

Filling in foundation and plinth with

murrum or selected soil in layers of

4 20cm. thickness including watering, 1500.00 251.68 Cmt

ramming and consolidating etc.

Brick work using common burnt clay

building bricks having crushing

strength not less than

5 kg./Sq.Cm. in foundation and plinth in 20.00 4011.66 Cmt

Cement Mortar 1:5. (1- Cement :

5 -fine sand)(B) Conventional

6 Cement Plaster

Providing 15mm thick cement plaster in

single coat on Rough (Similar)side of

half brick walls for interior plastering upto

floor two level and finished even and

in (ii) Cement mortar 1:4 (1-cement :4-

7 Dewatering by pumping set

Dewatering by pumping set of

Dewatering by pumping set of

required capacity including temporary

platform carting pumping at site and

fixing the same in position including all

accessories, and fuel and labour etc.

Pump set of Capacity 10000.00 18.32 HP/Hr.

Hiring and operating the 20 KV

Phase Electric Generator for operating

desilting machinery, and lighting and

other requirements with Arranging

diesel to run the D.G. Set Do As

Directed. 8 Hrs Shift. (No payment

should be allowed for non working

condition of machinery )

Providing & Supplying JCB Machine on

rental basis in case of emergency

situation and break down type work &

also during unavoidable condition as per

instruction of engg.incharge , rate

includes all nece. shifting, fuel and

operating charges and stacking of

9 useful & non-useful materials separately 100.00 600.00 Hour

up to store. (No payment should be

allowed for non working condition of

machinery and for pipe line excavation

and laying work)

Providing & Supplying Hitachi

Machine-110 capacity on rental basis

in case of emergency situation and

break down type ork & also during

unavoidable condition as per

instruction of engg.incharge, rate

10 ncludes all nece. shifting, fuel and 10.00 2000.00 Hrs

operating charges .(No payment should

be allowed for non working condition of

Providing & Supplying Hitachi

Machine-200 capacity on rental basis

in case of emergency situation and

break down type work & also during

unavoidable condition as per

instruction of engg.incharge , rate

11 includes all nece. shifting, fuel and 350.00 2700.00 Hrs

operating charges . (No payment

should be allowed for non working

condition of machinery )

Hiring of Hydra / Crane with Driver (8

12 working Hours in Day)

(i) Hiring of crane 20.00 6432.00 Day

(ii) Hiring of Hydra

Hiring of Tractor with trolley considering

13 hrs. as working day hours incl. Driver 50.00 2210.50 Day

Hiring of Three wheeler carrier (Chakado

Rickshaw) considering 10 hrs. as

14 working day hours incl. Driver 10.00 1156.76 Day

Supplying Pneumatic Breaker Machine for

RCC Slab or Asphalt Demolishing Work

on site by using Operator, fuel, power

Supply etc. Complete as Directed. (No

payment should be allowed for non

15 working condition of machinery and for 100.00 600.00 HR.

pipe line excavation and M.H. work.

Allowed only for break down

16 Stoneware Pipe

Providing and supplying ISI marked

only Standard length Stoneware pipes

in standard lengths of following class

and diameter including all taxes,

insurance, transportation, freight

charges, octroi, inspection charges,

loading, unloading, conveyance to

departmental stores, stacking etc.

complete. (IS - 651 / 1989)

16.1 L,L & J of R.C.S. Pipes

Lowering, laying and jointing Stone

wear pipes of following diameters in

proper position, grade and alignment at

all level as directed by Engineer-in-

charge including conveyance from stores

to site of work, labour, giving hydraulic

testing as per ISI

17 R. C. C. PIPE (Horizontal Cast)

R. C. C. PIPE (Horizontal Cast)

Providing and supplying ISI Standard

R.C.C. pipes(of Sulphate Resisting

Cement) in standard lengths of following

class and diameter suitable for either

collar joints or rubber ring joints including

all taxes, insurance, transportation,

freight charges, octroi, inspection

charges, loading, unloading,

conveyance to departmental stores,

stacking etc Note : One collar should be

supplied with each full length plain

ended RCC pipe, cost included in rates

below. One rubber ring should be

supplied with each full length socketed

pipe, cost included in rates below.

a Class NP3 Test Pressure 0.7 Kg/sq.cm

B Class NP4 Test Pressure 0.7 Kg/sq.cm

17.1 L,L & J of R.C.S. Pipes

Lowering, laying and jointing R. C. C.

pipes of following diameters in proper

position, grade and alignment at all level

as directed by Engineer-in- charge

including conveyance from stores to site

of work, labour, giving hydraulic

testing as per ISI

Class NP2,NP3,NP4

Making connection to the ex.M.H.in

running sewer incl. Dewatering and other

required machinery etc. of following dia

18 pipes at any convenient time. All

damaged work shall be well repaired

as per instructions. etc..complete.

c. 700 mm to 900 mm dia. 5.00 3080.00 No

19 RCC precast M.H. Frame & Cover

RCC precast M.H. Frame & Cover

Manufacture, supply & Delivery at store

or at site of work precast RCC M.200

Frame & cover suitable to drainage

M.H. and as per type design &

Drawing including cost of reinforcement

M.S. Angles or Flat, curing mold work

(i) Frame suitable for 50cm opening of

(ii) Cover suitable for 50cm opening of

Providing Labour for Mice. Work for

20 Breakdown work releted job including

required tools etc.comp.

a Unskilled Labour for 8 Hrs Shift 500.00 640.00 No

b Skilled Labour for 8 Hrs Shift 150.00 656.00 No

Providing and installation of barricading

with retro- reflective paint/ film/ tapes

(Minimum 3.0Mt. height) as specified in

the drawing & specifications for the

construction of road work, along

with necessary diversion arrangement

for existing traffic movement in an

unobstructed condition, all relevant

markings, sign boards and

illumination as per relevant

MORT&H specification. Precoated

galvanised iron profile sheets shall be

of approved make and shade having

21 0.50 mm (+0.05 %) total coated 250.00 733.50 Rmt

thickness with zinc coating 120 grams per

sqm as per IS: 277, in 550 mpa steel

grade, 5-7 microns epoxy primer on both

side of the sheet and polyester top

coat 15-18 microns. Rate to be

inclusive of all materials, fabrication

works, paint works for information

Hire charges of high power metal detector

machine to finding out buried manholes

MH seat cove of SWD /Drainage line

with raising of finding out MH.rate

also included protection,asphalt

cutting,loosing old manhole seat

22 cover ,brick masonary,plaster and fixing 1.00 12000.00 No.

of MH seat cover in c.c. and carting

debries curing comp.as per dire. of

incharge of work.

Providing Dummy or Plug the Running

Sewer by using M.S. Plate , safety

measures,Labour,mud pump,D.G. set &

Transportation of the same machinary

also inclues removing of dummy when

required and placed labour &

Supervisor remain present till the work

comp.etc. as directed.

a 600 mm dia To 1200 mm dia 20.00 60000.00 No

b Above 1200 mm dia 20.00 90000.00 No

Conveyance charge of earth, lime, -

murrum, building rubbish, manual

garbage, sludge, excavated rock, fly ash,

24 aggregate of any kind etc. Upto 5.0 Km

Lead upto 5 Km 1000.00 408.41 Cmt

Fabricating, supply and erecting in

position Standard Structural steel sections

conforming to IS 2062 for railing , skywalk,

stair, or other works using ISMB, ISA,

ISMC, MS plate, flat, square bars, pipe,

square pipe,rectangular sections, square

section, tube, etc. including welding,

cutting, wastage, etc. complete. The rate

is inclusive of welding rod, supply & fixing

of correct size nut, bolts, washers,

including one primer coat of red lead

paint conforming IS:102 Zinc chromate

paint conforming to IS:104 followed by

two coat of aluminium paint as per

IS:2339 OR enamel paint of color as

selected by engineer incharge, with all

contractor's materials, labour, tools &

plants, in bolted/ welded construction as

directed by Engineer-in Charge. The waste

cut pieces shall not be included in the

paying quantity. The work shall be done

as per drawing and specification. The

work shall be carried out as per

26 Renovation of manhole

Renovation of manhole by increasing the

height at top including cost of

excavation, refitting of C. I. manhole

frame and cover curing etc. complete incl.

all carting and providing of materials

which is required for the purpose

(except manhole frame and cover) For all

type manhole by providing RCC 1:2:4 2.00 3374.00 No.

Partition walls with required

reinforcement 25 cm thick and circular

opening with 500mm clear dia and

Constructing Slab type M.H. Chamber

of the following size including

excavation, refilling, brick bats cement

concrete (1:5:10) of thickness 15 C.M., CC

Channel (1:2:4) of thickness 10 C.M.,

finished 15 mm thick cement plaster

inside & outside (Only for shaft) in CM

1:3, finishing with cement slurry, P/F

mm dia M.S.Steel HDPE coated steps

cm c/c at 35 cm staggered in masonary

CM 1:5, RCC Slab in CC 1:1.5:3 of

27 thickness 23 C.M., including Cantering &

reinforcement (double jalli at

C.M. c/c bothway 12 mm dia.) but

excluding the cost of Manhole seat

cover etc..completed. of Size 1.00 X

1.40 meter (Inside Clear, M.H. length

should be parallel to the flow, for pipe dia

1.00 to 2.00 meter depth, (Slab at Ground 20.00 10177.68 No.

2.00 to 3.00 meter depth, (Slab at 20.00 19258.04 No.

below 0.6 mt. From G.L.)

3.00 to 4.00 meter depth, (Slab at below 5.00 26867.86 No.

1.00 mt. From G.L.)

5.00 to 6.00 meter depth, (Slab at below 1.00 44050.00 No.

1.00 mt. From G.L.)

7.00 to 8.00 meter depth, (Slab at below 1.00 66632.14 No.

1.00 mt. From G.L.)

Constructing Scrapper Slab Type M.H.

Chamber of following size incl. excavation,

refilling, brick bats cement concrete

(1:5:10) of thickness 15 C.M., C.C. channel

(1:2:4) of thickness 10 C.M., finished

15 mm thick cement plaster inside

(SRC) & outside (only for shaft) in

C.M.1:3, finishing with cement slurry,

P/F 4 mm dia M.S Steel HDPE coated

steps 35 cm c/c at 35 cm staggered

Masonry in C.M. 1:5, RCC slab in CC

28 : 1.5 : 3 of thickness 23 C.M, including

Cantering & reinforcement (double jalli at

15 C.M c/c bothway 12 mm dia.) but

excluding the cost of Manhole seat cover

etc. completed (Inside Clear, M.H. length

should be parallel to the flow,

For Pipe dia. <= 1000 mm

For Pipe dia. <= 1200 mm

Extra rate over item of Constructing

Scrapper Slab Type M.H. Chamber of

following size for constructing M.H.

29 Chamber,per 1.00 Decimeter of additional

depth or part there of etc. complete.

(inside) and depth from

For Pipe dia. <= 1000 mm

1.6 m x 1.6 m Manhole depth from

1.6 m x 1.6 m Manhole depth from

For Pipe dia. <= 1200 mm

1.8 m x 1.8 m Manhole depth from

Providing, laying, spreading and

compacting graded stone ggregate to

wet mix macadam specification

including premixing the Material with

water at OMC in mechanical mix plant

carriage of mixed Material by tipper to

30 site, laying in uniform layers in subbase / 150.00 1118.48 m3

base course on well prepared surface

and compacting with vibratory roller to

achieve the desired density as per MoRTH

Cutting the pipes of following dia

coming in the new M.H.in running

sewer including cutting bars, including

removing debris /silt from the M.H. and

carting at a suitable distance

etc..complete as directed. No payment

for M.H. work will be made until pipe is

not cut completely in all respect.

a 150 mm to 300 mm dia. 5.00 1117.60 No

b 400 mm to 600 mm dia. 5.00 1663.20 No

c 700 mm to 900 mm dia 5.00 1980.00 No

Raising of Existing manhole. Item

includes, cutting of existing road

surround by Manhole by dimond cutter

machine, dismantling of road in

confined area by breaker machine and

carting of dismantled material. Item also

included necessary brick work to raise

the manhole at road level in CM 1:3. Item

also included fixing of Manhole frame at

exact road level by using MasterEmaco S

488 trowelable fibre reinforced

thixotropic repair mortar material,

Laying of concrete made from

MasterEmaco S 346 flowable micro

concrete material in desired

thickness and laying of hot mix

bituminous material in upper layer and

compaction of hot mix bituminous

material by Plate compactor machine.

Rate also included necessary plaster at

inside of manhole in CM 1:3 in 20 mm

thickness on raised brickwork.

Extra rate over item of excavation of

earth for excavation of asphalt pavement

/ RCC of thickness

upto0.20meterincluding demolishing

34 the asphalt et,metal,soiling/cutting

Reinforcement etc.comp. with stacking

the material asdirected.

up to 0.20 meter thickness (By Manual)

Up to 0.30 meter (By any type of Breaker

Machine orR.C.C.Cutter machine including

B cost of operator, fuel&transportation etc 50.00 176.00 Smt

0.30 meter & above (By any type

of Breaker Machine orR.C.C.Cutter

machine including cost of

C operator,fuel,&transportation etc 2200.00 308.00 Smt

supply super sucker machine incl.

fuel,machine operator ,driver,loading

unloading of pipe,suction machine,two

35 silt loader,removing silt from loader at 5.00 39000.00 Shift

perticular place etc.comp.as directed.

Shoring or timbering for trench with

36 mm thick planks and suitable size truts 200.00 70.00 Smt

Hiring and operating the 60 KV 3 Phase

Electric Generator for operating desilting

machinery, and lighting and other

requirements with Arranging diesel to run

the D.G. Set Do As Directed. 8 Hrs Shift.

37 (No payment should be allowed for non 100.00 8400 Shift

working condition of machinery ) ( Based

on Previously approved rate by C E sir )

Excavation for pipe line trenches etc. for

all with shoring and strutting if required

as per required gradient and line

including safety provisions using

siterails and stacking excavated suff

including upto all required lead

38 cleaning the site etc. complete for

all lifts and strata as specified. In all

sort of soils and soft

Cutting of bituminous road and making

good the sub grade and restoration of

39 road with 130 mm thick DBM and 75 to 450.00 160 SMT

100 mm th. Asphalt concrete.

Contractor's Sign Addl.C.E.

Mobil No:- (west zone)

TECHNICAL SPECIFICATIONS:

REINFORCED CEMENT CONCRETE PIPES

SOCKET & SPIGOT

This specification covers the requirements for manufacturing, testing, supplying,

jointing and testing at work sites of Reinforced Cement Concrete (RCC) pipes, of

both pressure and non pressure varieties used for pumping mains and gravity,

sewers and storm water drains. Laying of pipes and fittings/specials are covered

in Technical Specifications: Section-D6. The two parts are complementary and

are to be read together for a correct interpretation of the provisions of this

D.1.1 APPLICABLE CODES

The manufacturing, testing, supplying, jointing and testing at work sites of RCC

pipes shall comply with all currently applicable statutes, regulations, standards

and codes. In particular, the following standards, unless otherwise specified

herein, shall be referred. In all cases, the latest revision of the codes shall be

referred to. If requirements of this specification conflict with the requirements of

the codes and standards, this specification shall govern.

D.1.2 MATERIALS

a) IS: 458 - Specification for precast concrete pipes (with and without reinf.)-

b) IS: 3597 -Method of tests for concrete pipes.

c) IS: 5382 -Specification for rubber sealing rings for gas mains, water mains

d) IS: 516 -Method of test for strength of concrete.

D.1.3 CODE OF PRACTICE

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

b) IS: 783 -Code of practice for laying of concrete pipes

Design of RCC pipes including reinforcement details and the ends of pipes shall

be in accordance with the relevant clauses of IS: 458-2021.

D.1.5 MANUFACTURING

Pipe should be with ISI mark confirming to IS-458-2021. Pipe can be

manufactured by spinning process or by vibrated casting process.

The method of manufacture shall be such that the form and the dimensions of the

finished pipes are accurate within the limits specified in relevant clause of IS:

458. The surfaces and edges of the pipes shall be well defined and true, and their

ends shall be square with the longitudinal axis. The ends of the pipes shall be

further reinforced by an extra ring of reinforcement to avoid breakage during

transportation.

The RCC pipes and rubber rings shall be systematically checked for any

manufacturing defects by experienced supervisors so as to maintain a high

standard of quality.

Owner/Engineer shall at all reasonable times have free access to the place where

the pipes and collars/rubber rings are manufactured for the purpose of examining

and testing the pipes and collars/rubber rings and of witnessing the test and

All tests specified either in this specification or in the relevant Indian Standards

shall be performed by the supplier/contractor at his own cost and in presence of

Owner/Engineer if desired. For this, sufficient notice before testing of the pipes

and fittings shall be given to Owner/Engineer.

If the test is found unsatisfactory, Owner/Engineer may reject any or all pipes of

that lot. The decision of Owner/Engineer in this matter shall be final and binding

on Contractor and not subject to any arbitration or appeal.

D.1.6 MATERIALS

Cement used for the manufacture of RCC pipes should be SRC and shall confirm

to relevant IS codes.

Aggregates used for the manufacture of RCC pipes shall conform to IS:383. The

maximum size of aggregate should not exceed one-third the thickness of the pipe

or 20 mm, whichever is smaller.

Mixing and Curing Water

Water shall be clean, colorless and free from objectionable quantities of organic

matter, alkali, acid, salts or other impurities that might reduce the strength,

durability or other desirable qualities of concrete and mortar.

Reinforcement used for the manufacture of the RCC pipes shall be mild steel

Grade I or medium tensile steel bars conforming to IS: 432 (Part-I) or hard-drawn

steel wire conforming to IS: 421 (Part-2). Reinforcement cages for pipes shall be

as per relevant requirements of IS:

Concrete used for the manufacture of RCC pipes shall conform to IS: 456. The

minimum cement content and minimum compressive strength of concrete shall be

as per relevant requirements of IS:458 (Latest Edition). Compressive strength

tests shall be conducted on 15 cm cubes in accordance with the relevant

requirements of IS: 456 and IS:

Rubber ring chords used in pipe joints shall be EPDM rubbering as per IS 5382 :

Pipes manufactured in compliance with IS:458 (Latest Edition) shall be either

water cured or steam cured for minimum stipulated curing period in accordance

with relevant requirements of the latest revised IS:458 (Latest Edition).

D.1.8 DIMENSIONS

The internal diameter, wall thickness and length of barrel and collar of pipes,

reinforcement (longitudinal and spiral), type of ends and minimum clear cover to

reinforcement and strength test requirements shall be as per the relevant

clauses/tables of IS: 458 for different classes of pipes.

Table – 3of IS-458-2021

Design and Strength Test Requirements of Concrete Pipes of Class NP3

Reinforced Concrete, Medium Duty, Non-Pressure Pipes made by spinning process

Internal Barrel Reinforcements Strength Test Requirements

Diameter Wall for Three Edge Bearing Test

of Pipes in Thickness Longitudinal, Mild Spirals, Load to Produce Ultimate

mm Steel or Hard Drawn Hard 0.25 mm Crack Load

Steel Draws kN/linear metre

Minimum Kg/linear Kg/linear kN/linear

number metre metre metre

1. If mild steel is used for spiral reinforcement, the weight specified under col.5 shall be

increased to 140/125.

2. The longitudinal reinforcement given in this table is valid for pipes upto 2.5 m. effective

length for internal diameter of pipe upto 250 mm and upto 3 m. effective length for

higher diameter pipes.

3. Total mass of longitudinal reinforcement shall be calculated by multiplying the values

given in col.4 by the length of the pipe and then deducting for the cover length provided

at the two ends.

4. Concrete for pipes shall have a minimum compressive strength of 35 N/mm2 at 28 days.

Table – 5 of IS- 458-2021

Design and Strength Test Requirements of Concrete Pipes of Class NP3

Reinforced Concrete, Medium Duty, Non-Pressure Pipes Made by Vibrated Casting

Internal Minimum Reinforcements Strength Test Requirements

Diameter Barrel for Three Edge Bearing Test

of Pipes in Wall Longitudinal, Mild Spirals, Load to Produce Ultimate

mm Thickness Steel or Hard Drawn Hard 0.25 mm Crack Load

Steel Draws kN/linear metre kN/linear

Minimum Kg/linear Kg/linear

number metre metre

Note : Concrete for pipes shall have a minimum compressive strength of 35 N/mm2

Table – 6 of IS-458-2021

Design and Strength Test Requirements of Concrete Pipes of Class NP4

Reinforced Concrete, Heavy Duty, Non-Pressure Pipes

Internal Minimum Reinforcements Strength Test Requirements

Diameter Barrel for Three Edge Bearing Test

of Pipes in Wall Longitudinal, Mild Spirals, Load to Produce Ultimate

mm Thickness Steel or Hard Drawn Hard 0.25 mm Crack Load

Steel Draws kN/linear metre kN/linear

Minimum Kg/linear Kg/linear

number metre metre

Note : 1. If mild steel is used for spiral reinforcement, the weight specified under col.5

shall be increased to 140/125.

2. The longitudinal reinforcement given in this table is valid for pipes upto 2.5 m.

effective length for internal diameter of pipe upto 250 mm and 3 m. effective

length for higher diameter pipes.

3. Total mass of longitudinal reinforcement shall be calculated by multiplying the

values given in col.4 by the length of the pipe and then deducting for the cover

length provided at the two ends.

4. Concrete for pipes shall have a minimum compressive strength of 35 N/mm2 at

Table – 8 of IS-458-2021

Design and Strength Test Requirements of Concrete Pipes of Class NP4

Reinforced Concrete, Heavy Duty, Non-Pressure Pipes

made by Vibrated casting process

Internal Minimum Reinforcements Strength Test Requirements

Diameter Barrel for Three Edge Bearing Test

of Pipes in Wall Longitudinal, Mild Spirals, Load to Produce Ultimate

mm Thickness Steel or Hard Drawn Hard 0.25 mm Crack Load

Steel Draws kN/linear metre kN/linear

Minimum Kg/linear Kg/linear

number metre metre

Note : Concrete for pipes shall have a minimum compressive strength of 35 N/mm2 at

The tolerances regarding overall length, internal diameter of pipes or sockets and

barrel wall thickens shall be as per relevant clause of IS:

D.1.9 WORKMANSHIP AND FINISH

Pipes shall be straight and free from cracks except that craze cracks may be

permitted. The ends of the pipes shall be square with their longitudinal axis so

that when placed in a straight line in the trench no opening between ends in

contact shall exceed 3 mm in pipes up to 600 mm diameter (inclusive), and 6 mm

in pipes larger than 600 mm diameter.

The outside and inside surfaces of the pipes shall be smooth, dense and hard, and

shall not be coated with cement wash or other preparation unless otherwise

agreed to between Owner/Engineer and the manufacturer or supplier.

The pipes shall be free from defects resulting from imperfect grading of the

aggregate, mixing or moulding.

The pipes shall be free from local dents or bulges greater than 3 mm in depth and

extending over a length in any direction greater than twice the thickness of barrel.

The deviation from straight in any pipe throughout its effective length, tested by

means of a rigid straight edge parallel to the longitudinal axis of the pipe shall not

exceed, for all diameters 3 mm forever meter run.

All pipes for testing purposes shall be selected at random from the stock of the

manufacturer and shall be such as would not otherwise be rejected under the

criteria of tolerances as mentioned in IS:458 (Latest Edition).

During manufacture, tests on concrete shall be carried out as per IS:456. The

manufacturer shall supply, when required to do so by Owner/Engineer the results

of compressive tests of concrete cubes and split tensile tests of concrete cylinders

made from the concrete used for the pipes. The manufacturer shall supply

cylinders or cubes for test purposes required by the Owner/Engineer and such

cylinders or cubes shall withstand the tests prescribed by the manufacturer for the

hydrostatic test pressure. For non-pressure pipes, 2 percent of the pipes shall be

tested for hydrostatic test pressure.

The specimen of pipes for the following tests shall be selected in accordance with

relevant Clause of IS:458 (Latest Edition)and tests in accordance with the

methods described in IS:3597.

i) Hydrostatic test

ii) Three edge bearing test

iii) Absorption test

Note: Three edge bearing strength to produce 0.25 mm crack in case of special

design of pipes shall be as per IS:458:2003.

For Inspection at manufacturing site 24 hrs. access shall be provided to AMC

Engineers as well as engineer appointed by PMC/TPI agency. Apart from this

AMC will establish its own pipe testing facility where pipes will be randomly

tested. The cost of transporting the pipe to the testing facility & testing charges

shall be borne by the contractor.

D.1.11 SAMPLING AND INSPECTION

In any consignment, all the pipes of same class and size and manufactured under

similar conditions of production shall be grouped together to constitute a lot. The

conformity of a lot to the requirements of this specification shall be ascertained

on the basis of tests on pipes selected from it.

The number of pipes to be selected from the lot for testing shall be in accordance

with Table 15 of IS:458 (Latest Edition).

Pipes shall be selected at random. In order to ensure randomness, all the pipes in

the lot may be arranged in a serial order and starting from any pipe, every ‘n’th

pipe be selected till the requisite number is obtained, n being the integral part of

N/n, where N is the lot size and n is the sample size.

All pipes selected as per IS : 458 shall be inspected for dimensional requirements,

finish and deviation from straight. A pipe failing to satisfy one or more of these

requirements shall be considered as defective.

The number of pipes to be tested for tests under IS : 458 shall be in accordance

with column 4 of Table 15 of IS:458 (Latest Edition). These pipes shall be

selected from pipes that have satisfied the requirements mentioned in Clause

A lot shall be considered as conforming to the requirements of IS:458 (Latest

Edition) of the following conditions are satisfied.

(a) The number of defective pipes shall not be more than the permissible

number given in column 3 of Table 15 of IS:458 (Latest Edition).

(b) All the pipes tested for various tests as per IS-458 shall satisfy

corresponding requirements of the tests.

(c) In case the number of pipes not satisfying requirements of any one or

more tests, one or two further samples of same size shall be selected and

tested for the test or tests in which failure has occurred. All these pipes

shall satisfy the corresponding requirements of the test.

The following information shall be clearly marked on each pipe :

b) Internal diameter of pipe

c) Class of pipe

d) Date of manufacture, and

e) Name of manufacturer or his registered trademark or both.

D.1.13 LAYING OF PIPES

The laying of RCC pipes shall conform to Technical Specifications: Section.

D.1.14 JOINTING

Jointing of RCC pipes shall be done with SRC cement only and as per the

requirements of following specifications and as per the relevant IS. The type of

joints shall be as below. After jointing, extraneous material, if any, shall be

removed from the inside of the pipe and the newly made joints shall be

thoroughly cured. In case, rubber-sealing rings are used for jointing, these shall

conform to IS 5382 and shall be of such type as mentioned in IS-458:2003.

D.1.15 FLUSH JOINT (INTERNAL)

This joint shall be generally used for culvert pipes of 900-mm diameter and over.

The ends of the pipes are specially shaped to form a self-centering joint with an

internal jointing space 13-mm wide. The finished joint is flush with both inside

and outside with the pipe wall. The jointing space is filled with cement mortar in

the proportion as specified in IS-458-2003, mixed sufficiently dry to remain in

position when forced with a trowel or rammed.

FLUSH JOINT (EXTERNAL)

This joint is suitable for pipes which are too small for jointing from inside. This

joint is composed of specially shaped pipe ends. Each end shall be butted against

each other and adjusted in correct position. The jointing space shall then be filled

with cement mortar as specified in IS-458-2003, sufficiently dry and finished off

flush. Great care shall be taken to ensure that the projecting ends are not

damaged as no repairs can be readily affected from inside the pipe.

SPIGOT AND SOCKET JOINT (FLEXIBLE)

The RCC pipe with the rubber ring accurately positioned on the spigot shall be

pushed well home into the socket of the previously laid pipe by means of

uniformly applied pressure with the aid of a jack or similar appliance. The RCC

pipes shall be of spigot and socket type and rubber rings as specified in IS-458-

2003, shall be used, and the manufacturers instructions shall be deemed to form a

part of these specifications. The rubber rings shall be lubricated before making

the joint and the lubricant shall be soft soap water or an approved lubricant

supplied by the manufacturer.

Socket & Spigot NP3 & NP4 pipe with rubber ring roll on joint for diameter upto

900 mm should be provided as per table 14 pf IS 458 :

Socket & spigot NP3 & NP4 pipe with rubber ring confined joint for diameter

1000 mm to 2200 mm should be provided as per Table -17 of IS 458:2003.

D.1.16 CLEANING OF PIPES

As soon as a stretch of RCC pipes has been laid complete from Machinehole to

Machinehole or for a stretch as directed by Owner/Engineer, contractor shall run

through the pipes both backwards and forwards a double disc or solid or closed

cylinder 75 mm less in diameter than the internal diameter of pipes. The open

end of the incomplete stretch of pipeline shall be securely closed as may be

directed by Owner/Engineer to prevent entry of mud or silt etc.

If as a result of the removal of any obstructions Owner/Engineer considers that

damages may have been caused to the pipelines, he shall be entitled to order the

stretch to be tested immediately. Should such test prove unsatisfactory,

contractor shall amend the work and carry out such further tests as are required by

Owner/Engineer.

It shall also be ascertained by contractor that each stretch from Machinehole to

Machinehole or the stretch as directed by Engineer is absolutely clear and without

any obstruction by means of visual examination of the interior of the pipeline

suitably enlightened by projected sunlight or otherwise.

D.1.17 TESTING AT WORK SITE

After laying and jointing of RCC pipes is completed the pipeline shall be tested at

work site as per the following specifications and as directed by Owner/Engineer.

All equipment for testing at work site shall be supplied and erected by contractor.

Water for testing of pipes shall be arranged by him. Damage during testing shall

be contractor’s responsibility and shall be rectified by him to the full satisfaction

of Owner/Engineer. Water used for test shall be removed from pipes and not

released to the excavated trenches.

After the joints have thoroughly set and have been checked by Owner/Engineer

and before backfilling the trenches, the entire section of the sewer or storm water

drain shall be proved by contractor to be water tight by filling in pipes with water

to the level of 1.50 m above the top of the highest pipe in the stretch and heading

the water up for the period of one hour. The apparatus used for the purpose of

testing shall be approved by Owner/Engineer. Contractor if required by

Owner/Engineer shall dewater the excavated pit and keep it dry during the period

of testing. The loss of water over a period of 30 minutes should be measured by

adding water from a measuring vessel at regular 10 minutes intervals and noting

the quantity required to maintain the original water level. For the approval of this

test the average quantity added should not exceed 1 litre/hour/100 linear

metres/10 mm of nominal internal diameter. Any leakage including excessive

sweating which causes a drop in the test water level will be visible and the

defective part of the work should be removed and made good.

In case of pressure pipeline the completed stretch of pipeline shall be tested for

site test pressure as specified in IS-458-2003. The site test pressure should not be

less than the maximum operating pressure plus the calculated surge pressure, but

in no case should it exceed the hydrostatic test pressure as specified in IS:458

(Latest Edition).

D.1.18 MEASUREMENT

All RCC pipes shall be measured according to the work actually done and no

allowance will be made for any waste in cutting to the exact length required. The

measurement for pipes shall be in running meter nearest to a cm. of length along

the centre line of pipe as actually laid at work sites.

The rate for providing, laying and jointing of RCC pipes shall be deemed to

include the cost of rubber rings, jointing material, testing and extra excavation

required for ordinary bedding of pipes and also for pipe sockets, if any.

 If any damage is caused to the pipeline during the execution of work or while

cleaning/testing the pipeline as specified. Contractor shall be held responsible

for the same and shall replace the damaged pipeline and retest the same at his

own cost to the full satisfaction of Engineer.

 Water for testing of pipeline shall be arranged by Contractor at his own cost.

 Pipes shall be brought on site proportionate to the required progress for Thirty

D-5 : SITE FILLING

D.5.1.1 Apart from any other work / purpose for which this specification may be made applicable by

Engineer, this shall generally govern work involving filing site / plant over the entire area /

most of the area to raise the general grade level to the desired elevation. This work shall be

carried out as per applicable clauses “Earthwork in Grading, Excavation and Backfilling”

particularly clauses 10 &

D.5.2 FILL MATERIAL

D.5.2.1 General

D.5.2.1.1 All fill material whether such material is brought from outside borrow areas or excavation

within the site, will be subject to Engineer’s approval. Notwithstanding any approval given

to the fill material or borrow areas from which fill material is proposed to be brought,

Engineer / Owner reserves the right to reject such material which in his opinion either does

not meet the specification requirements or is unsuitable for the purpose for which it is

D.5.2.2 Borrow Areas

D.5.2.2.1 It shall be Contractor’s responsibility to locate suitable borrow areas for borrowing fill

material. Such areas will be inspected by Engineer and approved before Contractor makes

arrangements to borrow the fill material. The top soil which may contain vegetation,

rubbish, slush etc. shall not be used. If demanded by Engineer. Contractor shall arrange to

have trial pits of specified dimensions and numbers dug at locations specified, for Engineer

to examine the nature and type of material likely to be obtained from the borrow area.

D.5.2.3 Lead, Lift and Transportation

D.5.2.3.1 Unless separately provided, for, all lead, lift and transportation required for bringing in the

fill material from borrow areas or from excavation from within the site shall be included in

the Contractor’s quote unit rates.

D.5.2.4 Quality

D.5.2.4.1 The borrowed soil shall be generally granular, and non-cohesive. It shall consist of sand,

silty sand, murrum, ordinary soil, gravel and shingle. Dredged material, free from clayey

deposit, will be accepted. Fill material shall also be free from sulphates, salts, organise,

foreign and other harmful or objectionable materials. Any material rejected by Engineer

shall be removed from the site immediately.

D.5.3 ACCESS ROAD

D.5.3.1 Roads, whether of temporary or other nature, required to be constructed for access and for

movement of man, materials. Equipments, transport vehicles, vehicles carrying fill material

etc. to or over borrow areas and/or to or over areas on which fill has to be deposited shall be

constructed by Contractor at his cost. Such costs shall be deemed to have been included in

the unit rates quoted by Contractor. Such access roads shall be maintained in good condition

during all seasons to ensure completion of work according to time schedule.

D.5.4.1 Site clearing before filling shall be carried out as specified in the enclosed specification.

Earthwork in Grading, Excavation and backfilling.

D.5.5.1 Backfill

D.5.5.1.1 Backfill shall be deposited to bring the grade level to desired elevation after compaction of

D.5.5.1.2 Back fill shall be compacted, where so specified, by 12 tonne rollers as indicated in Clause

D.5.5.2.3 below. The fill material shall be compacted to the specified density, where so

D.5.5.1.3 If the density of fill use of rollers for compaction is not specified. Contractor shall ensure

necessary compaction by the passage of trucks, carrying the fill material over the deposited

fill in such a way that the entire fill area is covered. These will reasonably compact the

sand fill will be accepted by Engineer. However, Contractor shall ensure that every layer is

thus compacted before the succeeding layers are deposited. Each layer shall not exceed

mm in thickness.

D.5.5.1.4 Compaction of back fill by flooring the area shall be carried out where so specified. In this

case, Contractor should ensure that the fill material is not washed away. This work shall be

carried out as directed by Engineer.

D.5.5.2 Soil Fill

D.5.5.2.1 Approval soil fill consisting of ordinary soil, murrum, soil containing gravel, shingle etc.

shall be deposited in layers not exceeding 200 mm. Contractor should ensure that all clods of

earth are broken down to a size not larger than 100 mm.

D.5.5.2.2 Where density of fill or use of rollers is not specified, the fill shall be carried out as specified

in Clause D.5.5.1.3 above.

D.5.5.2.3 Where the fill material has to be compacted by use of rollers procedure as specified in Clause

D.1.10.5.2 of specification for “Earthwork in Grading, Excavation and Backfilling”.

D.5.5.2.4 Where specified, the required density of fill shall be obtained by proper compaction.

D.5.6 MEASUREMENT

D.5.6.1 The rate quoted by the contractor for filling available excavated earth (excluding rock if any)

will be considered for payment for site filling as per the quantity executed and measured in

D-6 : CONCRETE WORKS

D.6.1.1 This Specification covers the general requirements for concrete using on-site production

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

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

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

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

complete works.

D.6.1.2 It shall be very clearly understood that the specifications given herein are brief and do not

cover minute details. However, all work shall have to be carried out in accordance with the

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

accepted current engineering practices or as directed by Engineer from time to time. The

decision of Engineer as regards the specification to be adopted and their interpretation and

the mode of execution of work shall be final and binding on Contractor and no claim

whatsoever will be entertained on this account.

D.6.2 APPLICABLE CODES AND SPECIFICATIONS

D.6.2.1 The following specifications, standards and codes, including all official amendments /

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

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

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

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

D.6.2.2 Code for Materials

1. IS : 269 - Specification for 33 grade ordinary portland cement

2. IS : 455 - Specification for portland slag cement

3. IS : 1489 - Specification for portland pozzolana cement

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

5. IS : 12330 - Specification for sulphate resisting portland cement

6. IS : 383 - Specification for coarse and fine aggregates from natural

sources for concrete.

7. IS : 432 - Specification for mild steel and medium tensile steel bars

(Part 1 and 2) and hard drawn steel wires for concrete reinforcement.

8. IS : 1786 - Specification for high strength deformed steel bars and

wires for concrete reinforcement.

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

10. IS : 9103 - Specification for admixtures for concrete.

11. IS : 2645 - Specification for integral cement water proofing

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

13. IS : 12269 - Specification for 53 grade ordinary portland cement.

D.6.2.3 Code for Material Testing

1. IS : 4031 - Methods of physical tests for hydraulic cement.

(Parts 1 to 15)

2. IS : 4032 - Methods of chemical analysis of hydraulic cement.

3. IS : 650 - Specifications for standard sand for testing of cement.

4. IS : 2430 - Methods for sampling of aggregates for concrete.

5. IS : 2386 - Methods of test for aggregates for concrete.

6. IS : 3025 - Methods of sampling and test (physical and chemical)

water used in industry.

7. IS : 6925 - Methods of test for determination of water soluble

chlorides in concrete admixtures.

D.6.2.4 Code for Materials Storage

1. IS : 4082 - Recommendations on stacking and storing of construction

materials at site.

D.6.2.5 Code for Concrete Mix Design

1. IS : 10262 - Recommended guidelines for concrete mix design.

2. SP : 23 - Handbook on Concrete Mixes.

D.6.2.6 Code for Concrete Testing

1. IS : 1199 - Method of sampling and analysis of concrete.

2. IS : 516 - Method of test for strength of concrete

3. IS : 9013 - Method of making, curing and determining compressive

strength of accelerated cured concrete test specimens.

4. IS : 8142 - Method of test for determining setting time of concrete by

penetration resistance.

5. IS : 9284 - Method of test for abrasion resistance of concrete.

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

D.6.2.7 Code for Equipment

1. IS : 1791 - Specification for batch type concrete mixers.

2. IS : 2438 - Specification for roller pan mixer.

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

4. IS : 5892 - Specification for concrete transit mixer and agitator.

5. IS : 7242 - Specification for concrete spreaders.

6. IS : 2505 - General Requirements for concrete

vibrators : Immersion type.

7. IS : 2506 - General Requirements for screed board concrete vibrators.

8. IS : 2514 - Specification for concrete vibrating tables.

9. IS : 3366 - Specification for pan vibrators.

10. IS : 4656 - Specification for form vibrators for concrete.

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

12. IS : 7251 - Specification for concrete finishers.

13. IS : 2722 - Specification for portable swing weigh batchers for concrete

(single and double bucket type).

14. IS : 2750 - Specification for steel scaffoldings.

D.6.2.8 Codes of Practice

1. IS : 456 - Code of practice for plain and reinforced concrete.

2. IS : 457 - Code of practice for general construction of plain and

reinforced concrete for dams and other massive structures.

3. IS : 3370 - Code of practice for concrete structures for storage of

(Parts 1 to 4) liquids.

4. IS : 3935 - Code of practice for composite construction.

5. IS : 2204 - Code of practice for construction of reinforced concrete

6. IS : 2210 - Criteria for the design of reinforced concrete shell structures

and folded plates.

7. IS : 2502 - Code of practice for bending and fixing of bars for concrete

8. IS : 5525 - Recommendation for detailing of reinforcement in

reinforced concrete works.

9. IS : 2751 - Code of practice for welding of mild steel plain and

deformed bars used for reinforced concrete construction.

10. IS : 9417 - Specification for welding cold worked bars for reinforced

concrete construction.

11. IS : 3558 - Code of practice for use of immersion vibrators for

consolidating concrete.

12. IS : 3414 - Code of practice for design and installation of joints in

13. IS : 4326 - Code of practice for earthquake resistant design and

construction of building.

14. IS : 4014 - Code of practice for steel tubular scaffolding.

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

16. IS : 7861 - Code of practice for extreme weather concreting.

(Part – 1) - Recommended practice for hot weather concreting.

(Part – 2) - Recommended practice for cold weather concreting.

D.6.2.9 Code for Construction safety

1. IS : 3696 - Safety code for scaffolds and ladders.

(Parts I and III)

2. IS : 7969 - Safety code for handling and storage of building materials.

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

D.6.2.10 Code for Measurement

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

(Part 1 to 28) works.

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

D.6.3.1 Engineer shall have the right at all times to inspect all operations including the sources of

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

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

Engineer’s approval obtained, prior to starting of concrete work. This shall, however, not

relieve Contractor of any of his responsibilities. All materials which doe not conform to this

specification shall be rejected.

D.6.3.2 Materials should be selected so that they can satisfy the design requirements of strength,

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

and the environmental conditions to which the structure will be subjected. Materials

complying with codes / standards shall generally be used, other materials may be used after

approval of the Engineer and after establishing their performance suitability based on

previous data, experience or tests.

D.6.4 MATERIALS

D.6.4.1.1 Unless otherwise specified or called for by the Engineer, cement shall be Ordinary Portland

cement conforming to IS (latest edition) as per Schedule-B for construction box etc.

D.6.4.1.2 Where Portland pozzolana or slag cement are used, it shall be ensured that

consistency of quality is maintained, there will be no adverse interactions between the

materials and the finish specified is not marred.

D.6.4.1.3 Only one type of cement shall be used in any one mix. The source of supply, type or brand

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

D.6.4.1.4 Cement which is not used within 90 days from its date of manufacture shall be tested at a

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

shall not be used in any work.

D.6.4.2 Aggregates (General)

D.6.4.2.1 General

D.6.4.2.1.1“Aggregate” in general designates both find and coarse inert materials used in the manufacture

of concrete (vide BIS 456 & BIS 383) and conforming to tests as per BIS 2386 (Part I to VI).

D.6.4.2.1.2“Coarse Aggregate” is aggregate most of which is retained when passed through on 4.75 mm

D.6.4.2.1.3All fine and coarse aggregates proposed for use in the works shall be subject to the Engineer-

in-Charge’s approval and after specific materials have been accepted, the source of supply of

such materials shall not be changed without prior approval of the Engineer-in-charge.

D.6.4.2.1.4Aggregates shall consist of natural sand, stone (crushed or uncrushed) and gravel from a

source known to produce satisfactory aggregate for concrete and shall be chemically inert,

non-flaky, strong, hard, durable against weathering, or limited porosity and free from

deleterious materials that may cause corrosion of the reinforcement or may impair the

strength and or durability of concrete. The grading of aggregates shall be such as to produce

a dense concrete of specified strength and consistency that will work readily into position

without segregation and shall be based on the “mix design” and preliminary tests on concrete

specified later. The aggregates shall be brought from the source as mentioned in Volume–I

D.6.4.2.2 Sampling and testing

D.6.4.2.2.1 Samples of the aggregates for mixed design and determination of suitability shall be taken

under the supervision of the Engineer-in-charge and delivered to the laboratory, well in

advance of the scheduled placing of concrete. Records of tests, which have been made on

proposed aggregates and on concrete made from this source of aggregates shall be furnished

to Engineer-in-charge in advance of the work, for use in determining aggregate suitability.

The costs of all such tests, sampling etc. shall be borne by the contractor.

D.6.4.2.3 Storage of aggregates

D.6.4.2.3.1All coarse and fine aggregates shall be stacked separately in stock piles in the material yard

near the work site in bins properly constructed to avoid inter mixing of different aggregates.

Contamination with foreign material and earth during storage and while heaping the

materials shall be avoided. The aggregates must be of specified quality not only at the time

of receiving at site but more so at the time of loading into mixer. Rakers shall be piled in

layers not exceeding 1.20 m in height to prevent coning or segregation. Each layer shall

cover the entire area of stock pile before succeeding layers are started. Aggregates that have

become segregated shall be rejected.

D.6.4.2.4 Specific Gravity

D.6.4.2.4.1 Aggregates having a specific gravity below 2.4 (saturated surface dry basis) shall not be

D.6.4.3 Fine Aggregate

D.6.4.3.1 Fine aggregate shall consist of natural or crushed sand conforming to IS 383 conforming to

tests as per IS 2386 part I to IV. The sand shall be clean, sharp, hard, strong and durable and

shall be free from dust, vegetable substances, adherent coating, clay, alkali, organic matter,

mica, salt or other deleterious substances, which can be injurious to the setting qualities /

strength/ durability of concrete.

D.6.4.3.2 Screening and Washing : Sand shall be prepared for use by such screening or washing, or

both, as necessary, to remove all objectionable foreign matter while separating the sand

grains to the required size fraction.

D.6.4.3.3 Foreign Material limitations : The percentage deleterious substances in sand delivered to the

mixer shall not exceeding the following :

Sr. Foreign Material Percentage by weight

No. Uncrushed Crushed

1 Material finer than 75 micron IS sieve 3.0

3 Coal and Lignite 1.0

4 Clay Lumps 1.0

D.6.4.3.4 Gradation : Unless otherwise directed or approved by the Engineer-in-charge, the grading of

sand shall be within the limits indicated hereunder.

IS : Sieve Grading Grading Grading Grading

Designation Zone-I Zone-II Zone-III Zone-IV

D.6.4.3.4.1 Where the grading falls outside the limits of any particular grading zone of sieves, other than

600 microns IS sieve, by total amount not exceeding 5%, it shall be regarded as falling within

600 microns IS sieve, by total amount not exceeding 5%, it shall be regarded as falling within

that grading zone. This tolerance shall not be applied to percentage passing the 600 micron

IS sieve or to percentage passing any other sieve on the coarser limit of grading zone I or the

finer limit of grading zone IV. Fine aggregates conforming to grading zone IV shall not be

used. Mix designs and preliminary tests shall show its suitability for producing concrete of

specified strength and workability.

D.6.4.3.5 Fineness Modulus

The sand shall have a fineness modulus of not less than 2.2 or more than 4.2. The fineness

modulus is determined by adding the cumulative percentages retained on the following IS

sieve sizes (4.75 mm, 2.35 mm, 1.18 mm, 600 microns and 150 microns) and dividing the

D.6.4.4 Coarse Aggregate

D.6.4.4.1 Coarse aggregate for concrete, except as noted above, shall conform to IS 383 and IS

This shall consist of crushed stone and shall be clean and free from elongated, flaky or

laminated pieces, adhering coatings, clay lumps, coal residue, clinkers, slag, alkali, mica,

organic matter or other deleterious matter.

D.6.4.4.2 Screening and Washing : Crushed rock shall be screened and or washed for the removal of

dirt or dust coating, if so requested by the Engineer-in-charge.

D.6.4.4.3 Grading

D.6.4.4.3.1Coarse aggregate shall be either in single size or graded, in both cases the grading shall be

within the following limits :

IS Percentage passing for single sized Percentage passing for graded

Sieve aggregate of normal size aggregate of normal size

D.6.4.4.3.2 The pieces shall be angular in shape and shall have granular or crystalline surfaces. Friable,

flaky and laminated pieces, mica and shale, if present, shall be only within tolerance limits

which will not affect adversely the strength and or durability or concrete. The maximum size

of coarse aggregate shall be 40 mm for M7.5 and M10 and 20 mm for M15 to M20 concrete,

or as directed by the Engineer-in-charge or specified otherwise. The maximum size of coarse

aggregate shall be the maximum size specified above but in no case greater than ¼th of the

minimum thickness of the member, provided that the concrete can be placed without

difficulty so as to surround all reinforcement thoroughly and fill the corners of the form. For

plain concrete the maximum size of aggregate shall be of 40 mm. for heavily reinforced

concrete members, the nominal maximum size of the aggregate shall be 5 mm less than the

minimum clear distance between the reinforcing main bars or 5 mm less than the minimum

cover reinforcement whichever is smaller.

D.6.4.4.4 Foreign material limitations

D.6.4.4.4.1 The percentage of deleterious materials in the aggregate delivered to the mixer shall not

exceed the following :

Sr. Foreign Material Percentage by weight

No. Uncrushed Crushed

1 Material finer than 75 micron 3.0

2 Coal and lignite 1.0

3 Clay lumps 1.0

4 Soft fragments 3.0 --

D.6.4.5.1 Water used for both mixing and curing shall conform to IS : 456. Potable water is generally

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

D.6.4.6 Reinforcement

D.6.4.6.1 Reinforcement bars shall conform to IS : 432, IS : 226 or IS : 1786 and the welded wire

fabric to IS : 1566 as shown or specified on the drawings. Only T.M.T. bars as for

specification will be followed.

D.6.4.6.2 All reinforcement shall be clean, free from pitting, oil, grease, paint, loose mill scales, rust,

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

D.6.4.6.3 If permitted by Engineer, welding of reinforcement shall be done in accordance with IS ;

2751 or IS : 9417 as applicable.

D.6.4.7 Admixtures

D.6.4.7.1 Plasticizer, water-reducing add mixture and concrete water proofer shall conform to IS :

and integral water proofing admixtures to IS : 2645. Dosage of plasticizer used in concrete

work shall be 300 ml / 50 kg of cement. Manufacturer must comply ISO-9002

specifications.

D.6.4.7.2 Admixtures may be used in concrete as per manufacturer’s instructions only with the

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

compressive strength nor its durability is reduced. An admixture’s suitably and effectiveness

shall be verified by trial mixes with the other material used in the works. If two or more

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

checked and trial mixes done to ensure their compatibility. There should also be no increase

in risk of corrosion of the reinforcement or other embedments.

D.6.4.7.3 Calcium chloride shall not be used for accelerating set of the cement for any concrete

containing reinforcement or embedded steel parts. When calcium chloride is permitted such

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

amount not exceeding 1.5 percent of the weight of the cement in each batch of concrete. The

designed concrete mix shall be corrected accordingly.

D.6.4.8 Wastage

D.6.4.8.1 No wastage allowance for cement and steel shall be considered and paid for.

D.6.5 SAMPLES AND TESTS

D.6.5.1 All materials used for the works shall be tested before use.

D.6.5.2 Manufacturer’s test certificate shall be furnished, for each batch of cement / steel and when

directed by Engineer samples shall also be got tested by the Contractor in a laboratory

approved by Engineer at no extra cost to Client. However, where material is supplied by

Client, all testing charges shall be borne by Client; but transportation of material samples to

the laboratory shall have to be done by Contractor at no extra cost.

D.6.5.3 Sampling and testing shall be as per IS : 2386 under the supervision of Engineer. The cost of

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

D.6.5.4 Water to be used shall be tested to comply with requirement of IS :

D.6.5.5 Contractor shall furnish manufacturer’s test certificates and technical literature for the

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

laboratory at no extra cost.

D.6.6 STORING OF MATERIALS

D.6.6.1 All material shall be stored in a manner so as to prevent its deterioration and contamination

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

D.6.6.2 Contractor will have to make his own arrangements for the storage of adequate quantity of

cement even if cement is supplied by Client. Cost of such rejected cement, where cement is

supplied by Client, shall be recovered at issue rate or open market rate which ever is higher.

Cement bags shall be stored in dry weatherproof shed with a raised floor, well away from the

outer walls and insulated from the floor to avoid moisture from ground. Not more than

bags shall be stacked in any tier. Storage arrangement shall be approved by Engineer.

Storage under tarpaulins shall not be permitted. Each consignment of cement shall be stored

separately and consumed in its order or receipt.

D.6.6.3 Each size of coarse and fine aggregates shall be stacked separately and shall be protected

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

draining bases, draining away from the concrete mixing area.

D.6.6.4 Contractor shall make his own arrangements for storing water at site in tanks to prevent

D.6.6.5 The reinforcement shall be stacked on top of timber sleepers to avoid contract with ground /

water. Each type and size shall be stacked separately.

D.6.7.1 General

Concrete grade shall be as designated on drawings. In concrete grade M15, M20, M25 etc.

the number represents the specified characteristic compressive strength of 150 mm cube at

days, expressed in N/sq.mm as per IS : 456. Concrete in the works shall be “Design Mix

Concrete” or “Normal Mix Concrete”. All concrete works of grade M5, M7.5 and M10 shall

be Nominal whereas all other grades, M15 and above, shall be Design Mix Concrete.

D.6.7.2 Design Mix Concrete

D.6.7.2.1 Mix Design and Testing

D.6.7.2.1.1 For Design Mix Concrete, the mix shall be designed according to IS : 10262 and SP: 23 to

provide the grade of concrete having the required workability and characteristics strength not

less than appropriate values given in IS : 456. The design mix shall in addition be such that it

is cohesive and does not segregate and should result in dense and durable concrete and also

capable of giving the finish as specified. For water retaining structures, the mix shall also

result in water-tight concrete. The Contractor shall exercise great care while designing the

concrete mix and executing the works to achieve the desired result.

D.6.7.2.1.2 Unless otherwise specifically mentioned, the minimum cement content for Design Mix

Concrete shall be as given below.

Grade of Concrete Minimum Cement Content in

Kg/Cu.m of concrete

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

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

quoted rates for concrete shall provide for the above eventually and nothing extra shall

become payable to the Contractor in this account. Even in the case where the quantity of

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

approved mix design, nothing extra shall become payable to the Contractor.

D.6.7.2.1.3 It shall be Contractor’s sole responsibility to carry out the mix designs at his own cost. He

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

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

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

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

Grade of Concrete Minimum Compressive Specified compressive

Strength strength

(N/Sq.mm at 7 days) (N/Sq.mm at 28 days)

D.6.7.2.1.4 A range of slumps, which shall generally be used for various types of construction unless

otherwise instructed by the Engineer is given below :

Structure / Member

Slump in millimeters

Maximum Minimum

Reinforced foundation walls and footings 75

Plain footings, caissons and substructure walls 75

T.G. and massive compressor foundations 50

Slabs, beams and reinforced walls 100

Pumps and miscellaneous equipment foundations 75

Building columns 100

Heavy mass construction 50

D.6.7.2.2 Batching and Mixing of Concrete

D.6.7.2.2.1 Proportions of aggregates and cement, as decided by the concrete mix design, shall be by

weight. These proportions shall be maintained during subsequent concrete batching by

means of weigh batchers capable of controlling the weights within one percent of the desired

D.6.7.2.2.2 Amount of water added shall be such as to produce dense concrete of required consistency,

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

moisture content in the aggregates. Water cement ratio specified shall be maintained. Each

time the work stops, the mixer shall be cleaned out, and while recommencing, the first batch

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

D.6.7.2.2.3 Arrangement should be made by Contractor to have the cubes tested in an approved

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

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

D.6.7.3 Nominal Mix Concrete

D.6.7.3.1 Mix Design and Testing

D.6.7.3.1.1 Mix design and preliminary tests are not necessary for Nominal mix Concrete. However

works tests shall be carried out as per IS : 456. Proportions for Nominal Mix Concrete and

water / cement ratio mayby adopted as per Table 3 of IS : 456. However it will be

Contractor’s sole responsibility to adopt appropriate nominal mix proportions to yield the

specified strength.

D.6.7.3.2 Batching and Mixing Concrete

D.6.7.3.2.1 Based on the adopted nominal mixes, aggregates and cement shall be measured by weight.

D.6.8 FORM WORK

D.6.8.1 Form work shall be all inclusive and shall consist of but not limited to shores, bracings, sides

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

inserts, falsework, wedges etc.

D.6.8.2 The design and engineering of the formwork as well as its construction shall be the

responsibility of Contractor. However, if so desired by Engineer the drawings and

calculations for the design of the formwork shall be submitted to Engineer for approval.

D.6.8.3 Formwork shall be designed to fulfill the following requirements :

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

stages and appropriate to the methods of placing and compacting.

b) Made of suitable materials.

c) Capable of providing concrete of the correct shape and surface finish within the

specified tolerance limits.

d) Capable of withstanding without deflection the worst combination of self weight,

reinforcement and concrete weight, all loads and dynamic effects arising from

construction and compacting activities, wind and weather forces.

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

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

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

h) Capable of being cleaned and / or coated if necessary immediately prior to casting

the concrete; design temporary openings where necessary for these purposes and to

facilitate the preparation of construction joints.

D.6.8.4 The formwork may be of timber, plywood, steel, plastic or concrete depending upon the type

of finish specified. Sliding forms and slip for may be used with the approval of Engineer.

Timber for formwork shall be well seasoned, free from sap, shakes, loose knots, work holes,

warps and other surface defects. Joints between formwork and formwork and between

formwork and structures shall be sufficiently tight to prevent loss of slurry from concrete,

using seals if necessary.

D.6.8.5 The faces of formwork coming in contact with concrete shall be cleaned and two coats of

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

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

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

with a jet of compressed air at no extra cost.

D.6.8.6 Forms intended for reuse shall be treated with care. Forms that have deteriorated shall not be

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

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

The Contractor shall equip himself with enough shuttering to allow for wastage so as to

complete the job in time.

D.6.8.7 Permanent formwork shall be checked for its durability and capability with adjoining

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

D.6.8.8 Wire ties passing through beams, columns and walls shall not be allowed. In their placed

bolts passing through sleeves shall be used. Formwork spacers left in situ shall not impair

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

allowing the passage or moisture.

D.6.8.9 For liquid retaining structures sleeves shall not be provided for through bolts or shall through

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

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

just after striking the formwork.

D.6.8.10 Where specified or shown on drawings, all corners and angles exposed in the finished

structure shall have chamfers or fillets of 20 mm x 20 mm size.

D.6.8.11 Forms for substructure may be omitted when, in the opinion of Engineer, the open excavation

is firm enough (in hard non-porous soils) to act as a form. Such excavations shall be slightly

larger, as directed by Engineer, than that required as per drawing to compensate for

irregularities in excavation.

D.6.8.12 The Contractor shall provide adequate props carried down to a firm bearing without

overloading any of the structures.

D.6.8.13 The shuttering for beams and slabs shall be so erected that the side shuttering of beams can

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

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

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

concrete to 1.0 m or as directed by Engineer. The Contractor shall temporarily and securely

fix items to be cast in (embedments / inserts) in a manner that will not hinder the striking of

forms or permit loss of grout.

D.6.8.14 Formwork showing excessive distortion, during any stage of construction, shall be

repositioned and strengthened. Placed concrete affected by faulty form work, shall be

entirely removed and formwork corrected prior to placement of new concrete at the cost of

the Contractor.

D.6.8.15 The striking time for formwork shall be determined based on following requirements :

a) Development of adequate concrete strength;

b) Permissible deflection at time of striking form work;

c) Curing procedure employed – its efficiency and effectiveness;

d) Subsequent surface treatment to be done;

e) Prevention of thermal cracking at re-entrant angles;

f) Ambient temperature; and

g) Aggressiveness of the environment (unless immediate adequate steps are taken to

prevent damage to the concrete).

D.6.8.16 Under normal circumstances (generally where temperatures are above 20 Deg. C) forms may

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

Engineer. For portland pozzolona / slag cement the stripping time shall be suitably modified

as directed by the Engineer. It is the Contractor’s responsibility to ensure that forms are not

struck until the concrete has developed sufficient strength to support itself, does not undergo

excessive deformation and resist surface damage and any stressed arising during the

construction period.

D.6.9 Reinforcement Workmanship

D.6.9.1 Reinforcing bars supplied bent or in coils shall be straightened cold without damage at no

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

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

D.6.9.2 All bars shall be accurately bent gradually and according to the sizes and shapes shown on

the drawings / schedules or as directed by Engineer.

D.6.9.3 Re-bending or straightening incorrectly bent bars shall not be done without approval of

D.6.9.4 Reinforcement shall be accurately fixed and maintained firmly in the correct position by the

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

compaction of concrete. The tied in place reinforcement shall be approved by Engineer prior

to concrete placement. Spacers shall be of such materials and designs as will be durable, not

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

D.6.9.5 Binding wire shall be 16 gauge soft annealed wire. Ends of the binding wire shall be bent

away from the concrete surface and in no case encroach into the concrete cover.

D.6.9.6 Substitution of reinforcement, laps / splices not shown on drawing shall be subject to

Engineer’s approval.

D.6.10 TOLERANCES

D.6.10.1 Tolerance for formed and concrete dimensions shall be as per IS : 456 unless specified

D.6.10.2 Tolerances specified for horizontal or vertical building lines or footings shall not be

construed to permit encroachment beyond the legal boundaries.

D.6.11 PREPARATION PRIOR TO CONCRETE PLACEMENT

D.6.11.1 Before concrete is actually placed in position, the inside of the formwork shall be cleaned

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

held, necessary openings, pockets etc. provided.

D.6.11.2 All arrangements formwork, equipment and proposed procedure, shall be approved by

Engineer. The Contractor shall maintain separate Pour Card for each pour as per the

format enclosed and shall produce before commencement of concreting to Engineer-in-

D.6.12 TRANSPORTING, PLACING AND COMPACTING CONCRETE

D.6.12.1 Concrete shall be transported from the mixing plant to the formwork with minimum time

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

loss of any ingredients or ingress of foreign matter or water.

D.6.12.2 In all cases concrete shall be deposited as nearly as practicable directly in its final position.

To avoid segregation concrete shall not be rehandled or caused to flow. For locations where

direct placement is not possible and in narrow forms. The Contractor shall provide suitable

drops and ‘Elephant Trunks’. Concrete shall not be dropped from a height of more than

m as stipulated in clause D.6.8.13.

D.6.12.3 Concrete shall not be placed in flowing water. Under water, concrete shall be placed in

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

through the water.

D.6.12.4 While placing concrete the Contractor shall proceed as specified below and also ensure the

a) Continuously between construction joints and predetermined abutments.

b) Without disturbance to forms or reinforcement.

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

such items are securely fixed. Ensure that concrete cannot enter open ends of pipes

and conduits etc.

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

e) In deep pours only when the concrete and formwork designed for this purpose and by

using suitable chutes or pipes.

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

g) Without disturbing the unsupported sides of excavations; prevent contamination of

concrete with earth. Provide sheeting if necessary. In supported excavations,

withdraw the lining progressively as concrete is placed.

h) If placed directly onto hardcore or any other porous material, dampen the surface to

reduce loss of water from the concrete.

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

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

D.6.12.5 Concrete shall normally be compacted in its final position within thirty minutes of leaving

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

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

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

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

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

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

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

allowed to come in contact with reinforcement, formwork and finished surfaces after start of

initial set. Over vibration shall be avoided.

D.6.12.6 Concrete may be conveyed and placed by mechanically operated equipment after getting the

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

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

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

work once pumping has started.

D.6.12.7 Except when placing with slip forms, each placement of concrete in multiple lift work, shall

be allowed to set for at least 24 hours after the final set of concrete before the start of

subsequent placement. Placing shall stop when concrete reaches the top of the opening in

walls or bottom surface of slab, in slab and beam construction, and it shall be resumed before

concrete takes initial set but not until it has had time to settle as determined by Engineer.

Concrete shall be protected against damage until final acceptance.

D.6.13 MASS CONCRETE WORKS

D.6.13.1 Sequence of pouring for mass concrete works shall be as approved by Engineer. The

Contractor shall exercise great care to prevent shrinkage cracks and shall monitor the

temperature of the placed concrete if directed.

D.6.14.1 Curing and protection shall start immediately after the compaction of the concrete to protect

(a) premature drying out, particularly by solar radiation and wind;

(b) leaching out by rain and flowing water;

(c) rapid cooling during the first few days after placing;

(d) high internal thermal gradients;

(e) low temperature of frost;

(f) vibration and impact which may disrupt the concrete and interfere with its bond to the

D.6.14.2 All concrete, unless directed otherwise by Engineer, shall be cured by use of continuos

sprays or ponded water or continuously saturated coverings of sacking, canvas, hessain or

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

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

D.6.14.3 Where a curing membrane is directed to be used by the Engineer, the same shall be of a non-

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

used shall be got approved from the Engineer before use and shall be applied with spraying

equipment capable of a smooth, even textured coat.

D.6.14.4 Curing may also be done by covering the surface with an impermeable material such as

polyethylene, which shall be well sealed and fastened.

D.6.14.5 Extra precautions shall be exercised in curing concrete during cold and hot weather.

D.6.15 CONSTRUCTION JOINTS AND KEYS

D.6.15.1 Construction joints will be as shown on the drawing or as approved by Engineer. Concrete

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

stopping of concreting becomes unavoidable anywhere, a properly formed construction joint

shall be made with the approved of Engineer.

D.6.15.2 Dowels for concrete work, not likely to be taken up in the near future, shall be coated with

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

D.6.15.3 Before resuming concreting on a surface which has hardened all laitance and loose stone

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

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

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

the same as in the concrete mix.

D.6.15.4 When concreting is to be resumed on a surface which has not fully hardened, all laitance

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

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

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

D.6.16 FOUNDATION BEDDING

D.6.16.1 All earth surfaces upon which or against which concrete is to be placed, shall be well

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

out and back filled with either soil cement mixture, lean concrete or clean sand compacted as

directed by Engineer. The surfaces of absorptive soils shall be moistened.

D.6.16.2 Concrete shall not be deposited on large sloping rock surfaces. The rock shall be cut to form

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

for 2 to 4 hours before concreting.

D.6.17 FINISHES

D.6.17.1 General

D.6.17.1.1 The formwork for concrete works shall be such as to give the finish as specified. The

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

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

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

construct the formwork using the correct materials and to meet the requirements of the design

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

D.6.17.2 Surface finish Type F1

D.6.17.2.1 This type of finish shall be for non-exposed concrete surface against which back fill or

concrete is to be placed. The main requirement is that of dense, well compacted concrete.

No treatment is required except repair of defective areas, filling all form tie holes and

cleaning up of loose or adhering debris. For surfaces below grade which will receive

waterproofing treatment the concrete shall be free of surface irregularities which could

interfere with proper and effective application or waterproofing material specified for use.

D.6.17.3 Surface finish Type F2

D.6.17.3.1 This type of finish shall be for all concrete work which will be exposed to view upon

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

concrete showing the slight marks of well fitted shuttering joints. The Contractor shall make

good any blemishes.

D.6.17.4 Surface finish Type F3

D.6.17.4.1 This type of finish shall be for concrete work which will be exposed to view but to give an

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

with no discoloration, blemishes, arrises, air holes etc. Only lined or coated plywood with

very tight joints shall be used to achieve this finish. The panel size shall be uniform and as

large as practicable. Any minor blemishes that might occur shall be made good by

D.6.17.5 Integral cement finish on concrete floor

D.6.17.5.1 In all cases where integral cement finish on a concrete floor has been specified, the top layer

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

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

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

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

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

used as recommended by the manufacturer.

D.6.18 REPAIR AND REPLACEMENT OF UNSATISFACTORY CONCRETE

D.6.18.1 Immediately after the shuttering is removed, all the defective areas such as honey-combed

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

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

D.6.18.2 All through holes for shuttering shall be filled for full depth and neatly plugged flush with

D.6.18.3 Rejected concrete shall be removed and replaced by Contractor at no additional cost to

D.6.18.4 For patching of defective areas all loose materials shall be removed and the surface shall be

prepared as directed by the Engineer.

D.6.18.5 Bonding between hardened and fresh concrete shall be done either by placing cement mortar

or by applying epoxy. The decision of the Engineer as to the method of repairs to be adopted

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

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

1:5 cement sand mortar. The use of epoxy for bonding fresh concrete shall be carried out as

directed by Engineer.

D.6.20 HOT WEATHER REQUIREMENTS

D.6.20.1 Concreting during hot weathers shall be carried out as per IS : 7861 (Part – I)

D.6.20.2 Adequate provisions shall be made to lower concrete temperatures which shall not exceed

Deg. C at the time of placement of fresh concrete.

D.6.20.3 Where directed by Engineer, Contractor shall spray non-wax based curing compound of

unformed concrete surfaces at no extra costs.

D.6.21 COLD WEATHER REQUIREMENTS

D.6.21.1 Concreting during cold weather shall be carried out as per IS : 7861 (Part-II).

D.6.21.2 The ambient temperature during placement and upto final set shall not fall below 5 Deg. C.

Approved antifreeze / accelerating additives shall be used where directed.

D.6.21.3 For major and large scale concreting works the temperature of concrete at times of mixing

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

shall be closely monitored.

D.6.22 LIQUID RETAINING STRUCTURES

D.6.22.1 The Contractor shall take special care of concrete for liquid retaining structures, underground

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

D.6.22.2 The minimum level of surface finish for liquid retaining structures shall be type F2. All such

structures shall be hydro-tested.

D.6.22.3 The Contractor shall include in his price of hydro-testing of structure, all arrangements for

testing such as temporary bulk heads, pressure gauges, pumps, pipelines etc.

D.6.22.4 Any temporary arrangements that may have to be made to ensure stability of the structures

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

D.6.22.5 Any leakage that may occur during the hydro-test or subsequently during the defects liability

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

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

the Engineer. All such rectification of the Client / Engineer at no extra cost to the Client.

D.6.23 TESTING CONCRETE STRUCTURES FOR LEAKAGE

D.6.23.1 Hydro-static test for water tightness shall be done at full storage by Engineer, as described

D.6.23.1.1 In case of structures whose external faces are exposed, such as elevated tanks, the

requirements of the test shall be deemed to be satisfied if the external faces show no sign of

leakage or sweating and remain completely dry during the period of observation of seven

days after allowing a seven day period for absorption after filling with water.

D.6.23.1.2 In the case of structures whose external faces are submerged and are not accessible for

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

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

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

seven days. Backfilling shall be withheld till the tanks are tested. The total drop in surface

level over a period for seven day shall be taken as an indication of the water tightness of the

structure. The Engineer shall decide on the actual permissible nature of this drop in the

surface level, taking into account weather the structures are open or closed and the

corresponding effect it has on evaporation losses. Unless specified otherwise, a structure

whose top is covered shall be deemed to be water tight if the total drop in the surface level

over a period of seven days does not exceed 40 mm.

D.6.23.1.3 Each compartment / segment of the structure shall be tested individually and then all

D.6.23.2 For structures such as pipes, tunnels etc. the hydro-static test shall be carried out by filling

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

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

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

D.6.24 OPTIONAL TESTS

D.6.24.1 If Engineer feels that the materials i.e. cement, sand coarse aggregates, reinforcement and

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

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

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

supplied by the Client, otherwise Contractor shall have to pay for the tests. Transporting of

all material to the laboratory shall however be done by the Contractor at no extra cost to

D.6.24.2 In the even of any work being suspected of faulty material or workmanship requiring its

removal or if the works cubes do not give the stipulated strengths, Engineer reserves the right

to order the Contractor to take out cores and conduct tests on them or do ultrasonic testing or

load testing of structure, etc. All these tests shall be carried out by Contractor at no extra cost

to the Client. Alternatively Engineer also reserves the right to ask the Contractor to

dismantle and re-do such unacceptable work at the cost of Contractor.

D.6.24.3 If the structure is certified by Engineer as having failed, the cost of the test and subsequent

dismantling / reconstruction shall be borne by Contractor.

D.6.24.4 The quoted unit rates / prices of concrete shall be deemed to provide for all tests mentioned

D.6.25 GROUTING

D.6.25.1 Grout shall be provided as specified on the drawings. The proportion of standard Grout shall

be such as to produce a flowable mixture consistent with minimum water content and

shrinkage. Surface to be grouted shall be thoroughly roughened and cleaned. All structural

steel elements to be grouted, shall be cleaned of oil, grease, dirt etc. The use of hot, strong

caustic solution for this purpose will be permitted. Prior to grouting, the hardened concrete

shall be saturated with water and just before grouting water in all pockets shall be removed.

Grouting once started shall be done quickly and continuously. Variation in grout mixes and

procedures shall be permitted if approved by ENGINEER. The grout proportions shall be

limited as follows :

Use Grout Thickness Mix Proportions W/C Ratio

a) Fluid mix Under 25 mm One part Portland cement

to one part sand.

b) General mix 25 mm and over but One part Portland cement

less than 50 mm to 2 part sand.

c) Stiff mix 50 mm and over One part Portland cement

to 3 part sand.

D.6.25.2 Non Shrink Grout

D.6.25.2.1 Non-shrink grout where called for in the Schedule of Quantities or specified on the drawings

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

D.6.26 INSPECTION

D.6.26.1 All materials, workmanship and finished construction shall be subject to continuous

inspection and approval of Engineer. Materials rejected by Engineer shall be expressly

removed from site and shall be replaced by Contractor immediately at no extra cost to Client.

D.6.27 CLEAN-UP

D.6.27.1 Upon the completion of concrete work, all forms, equipment, constructiontools, protective

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

the premises left clean.

D.6.28 ACCEPTANCE CRITERIA

D.6.28.1 Any concrete work shall satisfy the requirements given below individually and collectively

for it to be acceptable.

a) Properties of constituent materials;

b) Characteristic compressive strength;

c) Specified mix proportions;

d) Minimum cement content;

e) Maximum free-water / cement ratio;

f) Workability;

g) Temperature of fresh concrete;

h) Density of fully compacted concrete;

i) Cover to embedded steel;

k) Tolerances in dimensions;

l) Tolerances in levels;

n) Surface finishes;

o) Special requirements such as :

i) water tightness;

ii) resistance to aggressive chemicals

iii) resistance to freezing and thawing

iv) very high strength

v) improved fire resistance

vi) wear resistance

vii) resistance to early thermal cracking

D.6.28.2 The Engineer’s decision as to the acceptability or otherwise of any concrete work shall be

final and binding of the Contractor.

D.6.28.3 For work not accepted, the Engineer may review and decide whether remedial measures are

feasible so as to render the work acceptable. The Engineer shall in that case direct the

Contractor to undertake and execute the remedial measures. These shall be expeditiously and

effectively implemented by the Contractor. Nothing extra shall become payable to the

Contractor. Nothing extra shall become payable to the Contractor by the Client for executing

the remedial measures.

D.6.29 MODE OF MEASUREMENT AND PAYMENT

D.6.29.1 The unit rate for concrete work under various categories shall be all inclusive and no claims

for extra payment on account of such items as leaving holes, embedding inserts, etc. shall be

entertained unless separately provided for in the schedule of quantities. No extra claim shall

also be entertained due to change in the number, position and / or dimensions of holes, slots

or openings, sleeves, inserts or on account of any increased lift, lead of scaffolding etc. All

these factors should be take into consideration while quoting the unit rates. Unless provided

for in the Schedule of Quantities the rates shall also include fixing insets in all concrete work,

whenever required.

D.6.29.2 Payments for concrete will be made on the basis of unit rates quoted for the respective items

in the Schedule of Quantities. No deduction in the concrete quantity will be made for

reinforcements, inserts etc. and opening less than 0.100 of a sq.m in areas where concrete is

measured in sq.m and 0.010 cu.m where concrete is measured in cu.m. Where no such

deduction for concrete is made, payment for shuttering work provided for such holes,

pockets, etc. will not be made. Similarly the unit rates for concrete work shall be inclusive or

exclusive of shuttering as provided for in the Schedule of Quantities.

D.6.29.3 Payment for beams will be made for the quantity based on the depth being reckoned from the

understide of the slabs and length measured as the clear distance between supports. Payment

for columns shall be made for the quantity based on height reckoned upto the underside of

D.6.29.4 The unit rate for precast concrete members shall include formwork, mouldings, finishing,

hoisting and setting in position including setting mortar, provision of lifting arrangement etc.

complete. Reinforcement and inserts shall be measured and paid for separately under

respective item rates.

D.6.29.5 Only the actual quantity of steel embedded in concrete including laps as shown on drawings

or as approved by Engineer shall be measured and paid for, irrespective of the level or height

at which the work is done. The unit rates for reinforcement shall include lap chairs, spacer

D.6.29.6 Where the formwork is paid for separately, it shall be very clearly understood that payment

for formwork is inclusive of formwork, shuttering, shoring, propping scaffolding etc.

complete. Only the net area of concrete formed (shuttered) shall be measured for payment.

CONCRETE POUR CARD

Client : Date :

Project : Structure :

Contractor : Max. Aggregate size slump : mm/ mm/

Drg. NO. : Start/ Completion Time :

Concrete Grade : Mixing Time :

Sr. Item Contractor’s Engineer’s Remarks

No. Rep. Signature Signature

1 Centre lines Checked

2 Form work and Staging checked for Accuracy,

Strength & finish

3 Reinforcement Checked

4 Cover to Reinforcement Checked

5 Verified test certificate for cement / steel Yes / No Yes / No

6 Adequacy of Materials / Equipment Yes / No Yes / No

7 Embeded Parts checked Civil

(Location and Plumb)

Pour Authorised site Engineer

8 Soffit(S) and pour top ( T ) levels S(B) T(B)

checked before ( B ) and after (A) S(A) T(A)

from removal (Only of Beams of over

1 M. span & Important structures link

9 Construction joint location & time (If

not as per Drawing)

10 Cement Consumption in Kgs.

11 Numbers of cubes and identification

12 Test cube results (7 Days / 28 Days)

13 Concrete Condition on Form removal

Very Good/ Good / Fair / Poor

Engineer-in-Charge Contractor

1. Each item to be checked & signed by the respective engineers.

2. Item 8 to 13 ( Both inclusive ) to be filled by only engineers of the client.

3. Each pour to have separate cards in triplicate one each for client & site office.

4. Under remarks indicate deviations from drawings & specifications congestion in

reinforcement if any unusual occurrences such as failure of equipment sinking of

supports / props, heavy rain affecting reasonable. Poor compaction improper

curing other deficiencies observations etc.

D.6.31 MATERIALS : STRUCTURAL STEEL

All structural steel shall be comply with the requirements of IS 226-1961 and structural

steel work IS 1915-1962 specifications for structural steel.

D.6.31.1 Steel for Pins and Rollers

Rolled steel pins and rollers, shall comply with requirements of the IS specifications

appropriate for the work. Steel casting for cast steel pins shall conform to grade 1 or 3 of

IS 1030-1956 specifications for steel casting (for general engineering purposes as

D.6.31.2 Bolts and Nuts

Mild steel for bolts and nuts when tested shall comply with IS 1608-1960 and shall have

tensile strength of not less than 2500 Kg/cm2. Plain washers shall be made of steel.

D.6.31.3 Welding Electrode

Mild steel electrodes shall comply with requirements of IS 814-1957 specification for

covered electrodes for metal arc welding of mild steel.

D.6.31.4 Workmanship

All work shall be in accordance with the drawings and shall satisfy IS specification No.

1915-1961. Care shall be taken to ensure that all parts in assembly fit accurately together.

Notes or specifications on the drawings supplied by the Engineer-in-Charge/consulting

Engineer, are to be constructed as superseding or cancelling any clause of this

specifications with which they conflict. On all drawings dimensions shown in figures shall

be acted in preference to measurement by scale.

D.6.31.5 Straightening

All structural steel members and parts shall have straight edges. All straightening shaping

and levelling etc. shall be done by pressure only and not by hammering. All joggles and

knees shall be formed by pressure and where practicable in making these, the metal shall

not be cut and welded.

D.6.31.6 Cutting

All structural steel parts where required shall be sheared, cropped sawn or flame cut and

ground accurately to the required dimensions and shape.

D.6.31.7 Bolts Holes

The diameter of bolts holes shall be 1.5 to 2.0 mm. larger than the nominal diameter of

bolt. All holes for bolts shall be drilled unless permitted by Engineer-in-Charge for

punching the holes. Care shall be taken, such as surrounding material is not deformed or

damaged in case of punching the hole is allowed.

D.6.31.8 Welding

Welding of steel conforming to relevant IS specifications shall be in accordance with

general requirements of metal arc welding. In additional to general requirement, the

following care shall be taken :-

(a) The welding shall be positioned for downward welding wherever practicable.

(b) The welding current shall conform with respect of voltage and empeare to the

recommendations of the manufacturers of the electrode being used. The arc length,

voltage and empeare shall be suited to the thickness of material, type of groove

and other circumstances of the work.

(c) The surface to be welded and surrounding material for a distance of atleast

mm shall be free from scale, dirt, grease, paint, heavy rust or other surface deposit.

(d) Members to be welded shall be held in correct position by holes, clamps, wedges,

jigs or other suitable devices or by tack welding until welding has been completed,

such fastening as may be used shall be adequate to ensure safety. Suitable

allowance shall be made for war page and shrinkage.

(e) Tack welds located where the final welds will later be made shall be subject to the

same quality requirements as final welds. Defective and broken tack welds shall

be removed before final welding.

(f) Fusion faces shall be made or cut by shearing, chipping, machining or by gas

(g) Exposed faces of welds shall be made reasonably smooth and regular so as to

conform as closely as practicable to design requirements and shall not be of less

than the required cross section.

(h) Finished welds and adjacent parts shall be protected with clean boiled linseed oil

after all slag has been removed.

D.6.31.9 Safety Precautions

D.6.31.9.1 (a) Operators of welding and cutting equipment shall be protected from the rays of the

arc flame gloves and by helmet, hand shields, or goggles equipped with suitable

(b) Closed space shall be ventilated properly while welding is being gone therein.

(c) Welders should be provided with such staging as will enable them to perform the

welding operation. For site welding shelter should be provided to protect welders

and the parts to be welded from the weather.

D.6.31.9.2 The Constructor shall employ a competent welding supervisor to ensure that the standard

of workmanship and the quality of materials comply with requirements laid in these

D.6.31.9.3 The Constructor shall provide free access to the representative of Engineer-in-

Charge/Consulting Engineer to the work being carried out at all reasonable times and

facilities shall be provided so that during the course of welding he may be able to inspect

any layer of weld metal. He shall be at liberty to reject any material that does not conform

to the terms of the specifications and to require any defective welds to be cut out and

welded. The representative of the Engineer-in-Charge/Consulting Engineer shall be

notified in advance of any welding operations.

D.6.31.9.4 Inspection and testing of welds shall be done as laid down in IS 822 and IS

D.6.31.9.5 No welder shall be employed in any position expect those who are fully qualified to

welding. Qualification for welders shall be as laid down in IS

D.6.31.10 Joints

All steel work intended to be bolted together must be in contact over the whole surface.

Joints which have to take compressive stress and the ends of all stiffeners shall meet truly

over the whole of the butting surface.

D.6.31.11 Assembling

All member shall be so arranged that they can be accurately assembled, without being

unduly packed, strained or forced into position and when built shall be true and free from

twist kinks, buckets or open joints between component pieces. Work shall be kept properly

bolted together and no drifting shall be allowed except for the purpose of drawing

assembled sections together in accuracy’s in matching of holes may be corrected. But

drifting to enlarge holes is prohibited. Failure in any of the above respect will involve the

rejection of defective members.

D.6.31.12 Mode of Measurement and Payment

D.6.31.12.1 Measurement of this item shall be as per IS 1200(Part VIII) - 1974 or as per its latest

revision so far as applicable.

D.6.31.12.2 The contract rate shall be suitable for unit of one metric tonne of structural steel.

D.6.32 MATERIALS : REINFORCEMENT

D.6.32.1 Specification for TMT bars reinforcement

D.6.32.1.1 Scope of work :

The scope of work consists of providing and laying mild steel reinforcement and TMT

Fe-500 reinforcement for RCC works of various components of the structure. This may

be Tiscon or any other approved manufacturer branch and corrossion resistant steel bars

approved by the Engineer-in-charge. This includes cuttings, bending, binding, placing,

with all equipments and labour required for the work as directed by the City Engineer,

AMC, Ahmedabad and all operations covered within the intent and purpose of the

D.6.32.1.2 Bending of Reinforcement :

Reinforcing steel shall conform accurately to the dimensions shown on relevant drawings

and conforming to the relevant IS codes (latest revision)

Bars shall be bent cold to the specified shape and dimensions or as directed by the City

Engineer, AMC, Ahmedabad using a proper bar bender, operated by hand or power to

attain proper radii of bends.

Bars shall not be bent or strainghened in a manner that will cause injury to the material.

Bars bent during transport or handling shall be straightened before being used on work;

they shall not be heated to facilitate bending.

The bending of the TMT bars shall be carried out as per the following :

Sr. No. Operation Size TMT Fe-500

1 Bend Upto 22 mm dia. 3d

Over 22 mm dia. 4d

2 Rebend Upto 10 mm dia. 4d

Over 10 mm dia. 5d

D.6.32.1.3 Placing of Reinforcement :

All reinforcing bars shall be accurately placed in the exact position shown on the

drawings, and shall be securely held in position during placing of concrete by annealed

binding wire not less than 1 mm. in size and conforming to IS : 280 and by using stays

blocks or metal chairs, spacer, metal hangers, supporting wires or other approved

devices at sufficiently close intervals. Bars will not be allowed to sag between supports

nor displaced during concreting or any other operation over the work. All devices used

for positioning shall be of noncorrodible material. Wooden and metal supports will not

extend to the surface of concrete, except where shown on the drawings, Placing bars on

layers of freshly laid concrete as the work progresses for adjusting bar spacing will not

be allowed. Pieces of broken stone, brick or wooden blocks shall not be used. Layers of

bars shall be separated by spacer bars, precast mortar blocks or other approved devices.

Reinforcement after being placed in position shall be maintained in a clean condition

untill completely embedded in concrete. Special care shall be exercised to prevent any

displacement of reinforcement in concrete already placed.

To protect reinforcement from corrosion, concrete cover shall be provided as indicated

on the drawings. All bars protruding from concrete to which other bars are to be spliced

and which are likely to be exposed for an indefinite period shall be protected by a thick

coat of neat cement grout.

In the case of columns and walls, vertical bars shall be kept in normal position with

timber templates having slots accurately cut in for bar position. Such templates shall be

removed after the concreting has progressed upto a level just below them.

Bars crossing each other, where required, shall be secured by binding wire (annealed) of

size not less than 1 mm and conforming to IS : 280 in such a manner that they do not slip

over each other at the time of fixing and concreting. As far as possible, bars of full length

shall be used. In case this is not possible, overlapping of bars shall be done as directed by

the City Engineer, AMC, Ahmedabad. When practicable, overlapping bars shall not

touch each other, but be kept apart by 25 mm or 1 1/4 times the maximum size of the

coarse aggregates whichever is greater, by concrete between them. Where this is not

feasible, overlapping bars shall be bound with annealed steel wire, not less than 1mm

thickness twisted tight in eight shape around the lapped bars. The overlaps shall be

staggered for different bars and located at fixed locations only along the span where

neither shear nor bending moment is maximum.

D.6.32.1.4 Welding of Bars

Welding of TMT bars can be permitted if specified on the drawings, joints of

reinforcement bars shall be butt welded so as to transmit their full strength. Welded joints

shall preferably be located at points where steel will not be subject to more than

percent of the maximum permissible stresses and welds so staggered that at any one

section, not more than 33 per cent of the rods are welded. No pre-warming or post heat

treatment is necessary. Interpass temperature should be limited to 200oC with low heat

input and equivalent strength low hydrogen type electrode. Suitable means shall be

provided for holding the bars securely in position during welding. It must be ensured that

no voids are left in welding and when welding is done in 2 or 3 stages, previous surface

shall be cleaned property. Ends of the bars shall be cleaned of all loose scale, rust.

grease, paint and other foreign matter before welding. Only competent welders shall be

employed on the work. Welded pieces of reinforcement shall be tested. Specimens shall

be taken from the actual site and their number and frequency of tests shall be as directed

by the Additional City Engineer, PWA, AMC, Ahmedabad.

The TMT bars shall be tested for any or all of the following tests as directed by the

Engineer-in-charge.

(1) Alternate immersion test

(2) Salt spray test

(3) Atmospheric exposure test

(4) Sluphur dioxide test

(5) Potentio dynamic test

D-7 : GENERAL BUILDING WORKS

D.7.1.1.1 This specification covers the general requirement for brick and stone masonry, plastering,

flooring, doors, windows, ventilators, wood work, water proofing, false ceiling, painting and

such other related works forming a part of this job, which may be required to be carried out

though not specifically mentioned above. The work under this specifications shall consist of

furnishing of all tools, plants, labour, materials, any and everything necessary for carrying

D.7.2 APPLICABLE CODES AND SPECIFICATIONS

D.7.2.1 The following codes, standards and specifications are made a part of this specifications. All

standards, tentative specification, specification, codes of practices referred to herein shall be

latest edition including all applicable official amendments and revisions.

D.7.2.2 In case of discrepancy between this specification and those referred to herein, these

specifications shall govern.

IS : 1077 - Common brunt clay bricks

IS : 3102 - Classification of brunt clay bricks

IS : 2180 - Burnt clay building bricks, heavy duty

IS : 3495 - Method of sampling and testing clay building bricks

IS : 2691 - Burnt clay facing bricks

IS : 2212 - Code of practice for brick work

IS : 2185 - Load bearing hollow concrete blocks

IS : 5498 - Lime-Cement-Cinder hollow concrete blocks

IS : 3115 - Lime-Cement-Cinder soil blocks

IS : 1597 - Code of practice for construction of stone masonry

IS : 2394 - Code of practice for application of lime plaster finish

IS : 2645 - Integral cement water proofing compounds

IS : 1443 - Code of practice for laying and finishing of cement concrete

IS : 2114 - Code of practice for laying in situ terrazzo floor finish

IS : 777 - Glazed Earthenware tiles

IS : 4021 - Timber door, window and ventilator frames

IS : 2202 - Wooden flush door shutters (Solid Core Type)

IS : 1003 - Timber panelled and glazed shutters (Parts – I and II)

IS : 4020 - Methods of tests for wooden flush doors : Type tests

IS : 1761 - Transparent sheet glass for glazing and framing purposes

IS : 4351 - Steel door frames

IS : 1038 - Steel doors, windows and ventilators

IS : 1081 - Codes of practice for fixing and glazing of metal (steel and

aluminum) doors, windows and ventilators

IS : 5807 - Method of test for clear finishes for wooden furniture (Part-I to

IS : 1477 - Code of practice for painting of ferrous metals in buildings and

(Part-I & II) allied finishes.

IS : 2338 - Code of practice for finishing of wood and wood-based materials

IS : 437 - Distemper, dry, colour as required

IS : 428 - Distemper, oil emulsion, colour as required

IS : 2395 - Code of practice for painting concrete, masonry and plaster

IS : 3384 - Bituminous primer for use in water proofing and damp proofing

IS : 1580 - Bituminous compound for water proofing and caulking purpose

IS : 1322 - Bitumen felts for water proofing and damp proofing

IS : 1346 - Code of practice for water proofing of roofs with bitumen felts

D.7.3 BRICK WORK

D.7.3.1 Bricks used in works shall confirm to the relevant Indian Standards. They shall be sound,

hard, homogenous in texture, well bunt in kiln without being vitrified, table moulded, deep

red, cherry or copper coloured, of regulator shape and size and shall have sharp and square

edges and parallel faces. The bricks shall be free from pores, chips, flaws or humps or any

kind. Bricks containing unground particles and / or which absorb water more than 1/6 th of

their weight when soaked in water for twenty-four hours shall be rejected. Over-burnt or

under-burnt bricks shall be liable to rejection. The bricks shall give a clear ringing sound

when struck and shall have a minimum crushing strength of 35 Kg/sq. cm. Unless otherwise

noted in drawings. The classes and quality requirements of bricks shall be as laid down in IS

D.7.3.2 The size of the brick shall be 23.0 x 11.5 x 7.5 cm unless otherwise specified; but tolerance

upto (+/-) 3 mm in each direction shall be permitted. However, bricks conforming in size to

IS : 1077 could be used. Bricks shall be provided with frogs. Only full size bricks shall be

used for masonry work. Brick bats shall be used only with the permission of the Engineer to

make up required wall length or for bonding. Sample bricks shall be submitted to the

Engineer for approval and bricks supplied shall conform to approved samples. If demanded

by Engineer, brick sample shall be got tested as per IS : 3495 by Contractor at no extra cost

to Client. Bricks rejected by Engineer shall be removed from the site of works within

D.7.3.3.1 Mortar for brick masonry shall be prepared as per IS : 2250 Mix for cement mortar shall be

specified in the respective items of work. Gauge boxes for sand shall be of such dimensions

that one completed bag of cement containing 50 kg of cement forms one unit. The sand shall

be free from clay, shale, loam, alkali and organic matter shall be of sound, hard, clean and

durable particles. Sand shall be approved by Engineer, sand shall be thoroughly washed till

it is free of any contamination.

D.7.3.3.2 For preparing cement mortar, the ingredients shall first be mixed thoroughly in dry condition.

Water shall then be added and mixing continued to give a uniform mix of required

consistency. Cement mortar shall preferably by machine mixed, though hard mixing in a

thorough manner may be allowed. The mortar so mixed shall be used within 25 minutes of

mixing. Mortar left unused in the specified period shall be rejected.

D.7.3.3.3 The Contractor shall arrange for test on mortar samples if so directed by the Engineer. Re-

tempering of mortar shall not be permitted.

D.7.3.4 Workmanship

D.7.3.4.1 All bricks shall be thoroughly soaked in clean water for at least one hour immediately before

being laid. The cement mortar for brick masonry work shall be as specified in the respective

item of work. Brick work 230 mm thick and over shall be laid English Bond unless

otherwise specified. 115 mm thick work shall be laid with stretchers. For laying bricks a

layer of mortar shall be spread over the full width of suitable length of the lower course.

Each brick shall be pressed into the mortar and shoved into final position so as to embed the

brick fully in mortar. Bricks shall be laid with frogs uppermost.

D.7.3.4.2 All brickwork shall be plumb, square and true to dimensions sown. Vertical joints in

alternate courses shall come directly one over the other and be in line. Horizontal courses

shall be levelled. The thickness of brick course shall be kept uniform. For walls of thickness

greater than 230 mm both faces shall be kept in vertical planes. All interconnected

brickwork shall be carried out at nearly one level (so that there is uniform distribution of

pressure on the supporting structure) and so portion of the work shall be left more than one

course lower than the adjacent work. Where this is not possible, the work shall be racked

back according to bond (and not saw toothed) at an angle not exceeding 45 degree. But in no

case the level difference between adjoining walls shall exceed 1.25 m. Workmanship shall

conform to IS :

D.7.3.4.3 Bricks shall be so laid that all joints are well filled with mortar. The thickness of joints shall

not be less than 6 mm and not more than 10 mm. The face joints shall be raked to a

minimum depth of 10/15 mm by raking tools daily during the progress of work when the

mortar is still green, so as to provide a proper key for the plaster or pointing to be done.

When plastering or pointing is not required to be done, the joints shall be uniform in

thickness and be struck flush and finished at the time of laying. The face of brick work shall

be cleaned daily and all mortar droppings removed. The surface of each course shall be

thoroughly cleaned of all dirt before another course is laid on top. If the mortar in the lower

course has begun to set, the joints shall be raked out to a depth of 12 mm before another

course is laid.

D.7.3.4.4 All brick work shall be built tightly against columns, floor slabs or other structural members.

D.7.3.4.5 Where drawings indicate that structural steel columns are to be fireproofed with brickwork,

the brick shall be built closely against all flanges and webs with all spaces between the steel

and brickwork filled with mortar. Steel members partly embedded in brickwork and not

indicated to be fireproofed with concrete, shall be covered with nor less than 12 mm thick

mortar unless directed otherwise by Engineer.

D.7.3.5 Miscellaneous inserts in masonry e.g. sleeves, wall ties, anchors, conducts, structural steel,

steel inlets etc. shall be installed by the Contractor at no extra cost to the Owner. Furnishing

of any of these inserts by the Contractor, will be paid for separately. Openings, arches etc.

shall be provided as shown on the drawings. Chases, pockets etc. shall be provided as shown

on the drawings to receive windows, louvers, doors frames etc. Wall ties and flashings shall

be built into the brickwork in accordance with the drawings and specifications. It shall be

clearly understood that the rates quoted by the Contractor include for fixing of inserts,

leaving openings, cutting chases in brickwork for various trades etc.

D.7.3.6 Facing Brickwork

D.7.3.6.1 Facing bricks of the type specified shall be laid in the positions indicated on the drawings and

all facing brickwork shall be well bonded to the backing bricks. No facing brickwork shall at

any time be more than 600 mm above the backing brickwork.

D.7.3.6.2 All facing brickwork shall be pointed as the work proceeds and internal faces of the

brickwork shall be pointed with neat flush joint to give a fair face.

D.7.3.6.3 Faced work shall be kept clean and free from damage, discoloration etc. at all times. The

Contractor shall fill carefully all holes with bricks similar to the surrounding brickwork, point

brickwork as required.

D.7.3.6.4 For facing brickwork, double scaffolding shall be used no holes in brickwork for scaffolding

shall be permitted.

D.7.3.7 The green work shall be protected from rain by suitable covering bricks shall be kept

constantly moist on all faces for a minimum period of ten days. Brickwork shall not be

raised more than one metre per day.

D.7.3.8 The rates quoted by the Contractor are exclusive or transoms and mullions. Contractor shall

provided the same as shown or indicated on the drawings. These shall be generally provided

only in half and full brick walls. Dimensions of the transoms and mullions shall conform to

the thickness of the wall. Concrete work for transoms and mullions shall conform to the

specifications for concrete and shall be of grade M200.

D.7.3.9 Where shown on the structural drawings, bricks for partitions walls shall be stacked adjacent

to the structural member to pre deflect the structural member before the wall is built.

D.7.3.10 Measurement

D.7.3.10.1 Brick work of thickness one brick i.e. 230 mm and above shall, unless otherwise stated in the

Schedule of Quantities, be paid in units of cu.m. or part thereof. Brickwork of thickness less

one brick i.e. less than 230 mm thick shall be measured and paid on the basis of rates quoted

per sq.m. of part thereof in all cases, the quantities measured and paid for shall be those

actually executed after making necessary deductions for openings etc. Brick masonry for

steps and such other mass works and encasement shall be paid on the basis of rates quoted

per cu.m. or part thereof.

D.7.4 CONCRETE BLOCK MASONRY

D.7.4.1 Concrete blocks (hollow or solid) shall generally conform to IS : 2185. Blocks shall be

regular size and shape and shall be of specified strength. Blocks shall be properly cured

before they are brought to site. Half of three quarter size blocks are to be used wherever

required to make up length of wall and broken blocks shall not be used. The texture of the

blocks shall be such that plaster will adhere to it. The Contractors shall supply samples for

approval. Blocks supplied shall conform to approved samples.

Mortar shall be similar to mortar in brickwork as given Clause D.7.3.3 herein before.

D.7.4.3 All block work shall be plumb, square and properly bonded. The joints shall be broken. The

thickness of the courses shall be uniform with courses horizontal. All connected work shall

be carried out at nearly one level and no portion of the work shall be left more than one

course lower than the adjacent work.

D.7.4.4 Blocks shall be so laid that all joints are well filled with mortar. The thickness of joints shall

not be less than 6 mm and nor more than 8 mm. The face joints shall be raked to a minimum

depth of 10 mm by raking tools daily during the progress of work when the mortar is still

green, so as to provided a proper key for the plaster or pointing. When plastering or pointing

is not required, the joints shall be struck flush. For pointed masonry or for masonry without

plaster, smooth textured concrete shall be use. The face of block work shall be kept clean at

D.7.4.5 Where blocks are to be used for load bearing walls, the uppermost layer of blocks supporting

slab or other structural members, shall be solid of treated as directed by the Engineer.

D.7.4.6 Precast concrete screen blocks or ‘jali’ work may be used for decorative purpose. The

Contractor shall furnish samples for approval.

D.7.4.7 Measurement

D.7.4.7.1 Block work of specified thickness shall be paid in units of sq.m. or parts thereof. If

reinforcing bars are specified in horizontal courses, it shall measured and paid for separately

at quoted rate for reinforcement. In all cases, the quantities measured and paid for, shall be

those actually executed after making necessary deductions for openings etc.

D.7.4.7.2 Miscellaneous inserts e.g sleeves, ties, anchors, conduits etc. in block masonry shall be

installed by Contractor, at no extra cost to Owner. Furnishing of any of these inserts by

Contractor will be paid for separately.

D.7.5 RANDOM RUBBLE MASONRY, UNCOURSED IN FOUNDATION, PLINTH AND

D.7.5.1 Stones for this work shall be hard, durable rock, close or fine grained and uniform in colour,

free from veing, flaws and other defects and shall conform to IS : 1597 (Part-I). The stones

shall be laid in mortar proportions specified for the particular item of work. Stones shall be

got approved, if desired by Engineer.

D.7.5.2 For all work below ground level the masonry shall be random rubble uncoursed with

ordinary quarry dressed stones for hearting and faced with selected quarry dressed stones.

D.7.5.3 For all work above ground level and in superstructure the masonry shall random rubble, well

bonded, faced with hammer dressed stones with squared quoins at joints and corners.

D.7.5.4 No stones shall tail into the wall, either with a point or to length less than 1.5 times its height.

The thickness of the joint shall not exceed 12 mm.

D.7.5.5 Spawls and pinnings shall not be allowed to show on the face of the wall. Two bond stones

each of minimum area of 500 sq.cm. for every 1.0 sq.m. of each wall face shall be provided.

These shall be through stones in walls 600 mm thick and under. In walls thicker than

mm, the length of bond stones shall be 2/3 times the thickness of walls. The stones for

hearting of the wall shall not be less than 150 mm in any direction. Chips and Spawls shall

be wedged in to avoid thick mortar beds and joints. The quoins shall be of selected stones

neatly dressed with chisel to form the required angles and laid harder and stretcher

D.7.5.6 The exposed face of the work shall be carefully and neatly pointed with mortar in all joints.

On the other sides, the joints shall be neatly struck with trowel while the mortar is fresh.

The mortar for the work shall be as specified in the respective items of work and shall be

prepared as per Clause D.7.3.3.

D.7.5.8 Curing of masonry shall continue for a minimum of ten days.

D.7.5.9 Measurement

The unit of measurement shall be cu.m. or part thereof. Actual quantity of masonry shall be

calculated from dimensions shown on the drawings less opening and shall be paid for.

D.7.6 COURSED RUBBLE MASONRY (FIRST SORT) FOR SUPERSTRUCTURE

D.7.6.1 The stones used shall be hard, durable, rock free from veins, flaws and other defects and shall

conform to IS : 1597 (part-I). Height of each course in the masonry shall not be less than

mm. The stones n each course shall be or equal height. All courses shall be f the same

height unless otherwise specified. All stones shall be set in full cement mortar of proportion

specified for the respective items of works. Stones shall be got approved, if desired by

D.7.6.2 The free stones shall be squared on all joints and beds. The beds being hammer or chisel

dressed true and square for at least 75 mm from the face and the joints for atleast 40 mm.

The face of the stone shall be hammer dressed so that bushings shall not project more than

D.7.6.3 No spauls or pinnings shall be allowed in the face. All bed joint shall be horizontal and side

joints vertical and no joints shall be more than 10 mm thickness.

D.7.6.4 No face stone shall be less in breadth than in height or shall tail into the work to a length less

than the height and atleast 1/3rd the number of stone shall tail into the work to atleast twice

their or in walls over 600 mm in thickness 3 times their height.

D.7.6.5 Through stones shall be inserted every 1.5 metres to 1.8 metres apart in every course and

shall run right when the wall is not more than 600 mm thick. When the wall is more than

600 mm thick a line of two or more headers be laid from the face to face which shall overlap

each other by atleast 150 mm. A header shall have a length of atleast thrice its height.

D.7.6.6 Stones shall break joint atleast half the height of the courses. Quoins shall be formed of

stones atleast 45 cm. Long, laid stretcher and header alternately. They shall be laid square in

their beds, which shall be fair dressed to a depth of atleast 100 mm. The corner shall be chisel

dressed for a width of 25 mm.

D.7.6.7 The work on the interior face shall be precisely the same as on the exterior face unless the

work is to be plastered in which case the side joints need not be truly vertical.

D.7.6.8 Hearting shall consist of flat bedded stone carefully laid on their proper beds and solidly

bedded in mortar, chips and spauls of stone being wedged in wherever so as to avoid thick

beds or joints of mortar. Care shall be taken so that no dry work or hollow spaces shall be left

anywhere in the masonry. The face and backing shall be brought up evenly but the backing

should not be levelled up at each course by the use of chips.

The mortar for the work shall be as specified in the respective items of work and shall be

prepared as of Clause D.7.3.3.

D.7.6.10 Curing of masonry shall continue for a minimum of ten days.

D.7.6.11 Measurement

The unit of measurement shall be cu.m. of part thereof. Actual quantity of masonry shall be

calculated from dimensions shown on drawings less openings and shall be paid for.

D.7.7 INSERTS, BOLTS ETC.

D.7.7.1 Inserts, bolts etc. shall be provided in masonry and concrete works as indicated on the

drawings. It is imperative that all inserts, bolts, fixtures and fittings shall be provided in their

position very accurately. If the Engineer directs that such inserts and bolts be fixed by use of

templates, the Contractor shall make arrangements for providing such templates. If as a

consequence of negligence on the part of the Contractor, the inserts, bolts, fixtures, fittings

etc. are out of alignment, the Contractor shall make arrangement to have the inserts and bolts

removed and refixed in their proper position as directed by the Engineer, at no cost to the

D.7.7.2 Measurement

Inserts, bolts etc. shall be measured and paid for as indicated in Schedule of Quantities.

D.7.8 RUBBLE PACKING

D.7.8.1 Rubble used for packing under floors, foundations etc. shall be hard, durable rock free from

veins, flaws and other defects. The quality and size of the rubble shall be subject to the

approval of the Engineer.

D.7.8.2 Rubble shall be hand packed as directed by Engineer. This shall be laid closely in position

on the sub-grade. All interstices between the stones shall be wedged in with smaller stones

of suitable size well driven to ensure tight packing and complete filling of interstices. Such

filling shall be carried out simultaneously with the placing in position of rubble stones and

shall not lag behind.

D.7.8.3 Small interstices shall be filled with hard clean sand and well watered and rammed.

D.7.8.4 Measurement

D.7.8.4.1 The unit of measurement shall be sq.m. for the specified thickness of rubble packing.

D.7.9 CEMENT POINTING

D.7.9.1 The joints of masonry shall be raked atleast 12 mm deep. 3 or 4 days after the courses are

laid if not done earlier. The dust shall then be brushed out of the joints and the wall, washing

D.7.9.2 The mortar shall consist of one part of cement to one part of fine sand. Mortar shall filled

into joints and well pressed with special steel trowels. The joints hall not be touched again

after it has once begun to set.

D.7.9.3 The joints of the pointed work shall be neat. The lines shall be regular and uniform in

breadth and the joints shall be raised, flat, sunk of ‘V’ as may be directed. No false joints

shall be allowed.

D.7.9.4 The work shall be kept we for a after the pointing is complete. Whenever coloured pointing

has to be done, the colouring pigment of the colour requirement shall be added to cement in

such proportion as recommended by the manufactures and as approved by the Engineer.

D.7.9.5 Measurement

D.7.9.5.1 The area pointed shall be calculated in sq.m. from dimensions shown on drawings less

opening and shall be paid for.

D.7.10 CEMENT PLASTER WORK

D.7.10.1 All joints in masonry shall be raked to a depth of 12 mm with a hooked tool made for the

purpose when the mortar is still green and in any case within 48 hours of its laying. The

surface to be rendered shall be washed with fresh clean water free from all dirt, loose

plastering work is commended. Concrete surfaces to be rendered will however be kept dry.

The wall should not too wet but only damp at the time of plastering. The damping shall be

uniform to get uniform bond between the plaster and the wall. Cement shall be ordinary

Portland cement confirming to IS

D.7.10.2 The proportion if the mortar shall be as specified under the respective items of work.

Cement shall be mixed thoroughly in dry condition and then just enough water added to

obtain a workable consistency. The quality of water, sand and cement shall be as per IS :

Standards. The mortar thus mixed shall be used immediately and in no case shall the mortar

be allowed to stand for more than 25 minutes after mixing with water.

D.7.10.3 Curing of plaster shall be started as soon as the applied plaster has hardened enough so as not

to be damaged. The decision, as to when the plaster has hardened, will be given by the

Engineer. Curing shall be done by continuous applying water in a spray and shall carried out

for atleast 7 days.

D.7.10.4 Whenever the specifications or the item of work calls for water proofing, the Contractor shall

provided the percentage of water proofing compound as specified in the items of work.

D.7.10.5 Where lath plaster is specified, it shall be paid for at the same rate as for plasterwork without

metal lath except that separate payment for metal lath will be made.

D.7.10.6 Ceiling plaster shall be done before wall plaster and wall plaster shall commence at top and

work downwards.

D.7.10.7 Interior plaster - This plaster shall be laid in a two coats of 12 and 8 mm for 20 mm and

single coat for 15 mm & 10 mm thickness. The mortar shall be dashed on the prepared

surface with a trowel and finished smooth by trowelling on the surface with neeru (lime

cream)/ or by trowelling to get the mala finshing. The standard of finish expected is high and

shall conform to IS : 2394. Interior plaster shall be carried out on jambs, lintel and sill faces,

top and undersides etc. as shown in the drawing or as directed by the Engineer. Rate quoted

for plasterwork shall be deemed to include plastering of all those surfaces. However, if the

item of work includes plaster finish, no separate payment would be made under ‘plastering

D.7.10.8.1 Exterior Plaster – Exterior plasterwork shall be carried out in 2 layers. The first layer being

12 mm thick and the second layer being 8 mm thick. The first layer shall be dashed against

the prepared surface with a trowel to obtain as even surface. The second layer shall then be

applied and finished leaving as even and uniform surface, trowel finished unless otherwise

directed by the Engineer.

D.7.10.8.2 Exterior Sand Faced Plaster – The plaster shall be applied in 2 coats. The first coat or the

scratch coat should be approximately 12 mm and shall be continuously carried be without

break to the full length of wall or natural breaking points such as doors, windows etc. The

scratch coat shall be dashed on the prepared surface with heavy pressure, brought to true and

even surface and then lightly roughened by cross scratch lines, to provide bond for the

finishing coat. The mortar proportion for this scratch coat shall be as specified in the

respective item of work. The scratch coat shall be cured for atleast 7 days and then allowed

D.7.10.8.3 The second coat shall be 8 mm thick and it shall not be applied until atleast 10 days have

elapsed after the application of the scratch coat shall be evenly damped. This coat shall be

applied from top to bottom in one operation and without joints, finish shall be straight, true

and even. The mortar proportions of this coat shall be as specified under the respective item

of work. Only approved white sand shall be used for the second coat and for finishing work.

Sand for finish shall be used for the second coat and for finishing work. Sand for finish shall

be even coarse size and shall be dashed on the surface and sponged.

D.7.10.8.4 Wherever 32 mm thick plaster has been specified, this is intended for purpose of providing

beading, bands etc. This work should be carried out in two or three layers and as directed by

D.7.10.8.5 In the case of pebble face finished plaster, pebbles of approved size and quality shall be

dashed against the final surface to obtain as far as possible uniform pattern. In all cases,

workmanship shall conform to IS :

D.7.10.9 Measurement

D.7.10.9.1 The quantity of work to be paid for under this item shall be calculated by taking the projected

surface of the area plastered after making necessary deductions for opening, doors, windows,

fan openings etc. The actual plasterwork carried out on jambs of doors, windows openings

etc. shall be measured and added. However, for purposes of payment under this item, plaster

work carried on surface of items of work, which include plaster finished, shall not be taken

Seal and Signature of the Bidder Addl. City Engineer (West Zone)

Date: Ahmedabad Municipal Corporation

AHMEDABAD MUNICIPAL CORPORATION

BILL OF QUANTITIES

General Instruction for the BOQ

1. The Bill of Quantities shall be reading conjunction with the Instruction to Bidders,

Conditions of Contract, Technical Specifications.

2. The bidder is advised to visit and examine the Site of Works and its surroundings and

obtain for itself on its own responsibility all information that may be necessary for

preparing the bid and entering into a contract for construction of the Works. The costs of

visiting the Site shall be at the bidders own expense. No claim in future for unknown

with the site by the bidder shall be granted in any case.

3. The quantities given in the Bill of Quantities are estimated and provisional and are given

to provide a common basis for bidding. The basis of payment will be the actual quantities

of work ordered and carried out, as measured by the Contractor and verified by the

Engineer and valued at the rates and prices bid in the priced Bill of Quantities, where

applicable, and otherwise at such rates and prices as the Engineer may fix within the

terms of the Contract. Contractor shall not raise any claim for too less or too more

quantities executed by him. Quantity may vary with respect to BOQ as well as place

of work also may change cited in the tender.

4. The rates and prices Bid in the priced Bill of Quantities, except in so far as it is

otherwise, provided under the Contract, include all constructional plant, labour,

supervisions, materials, all temporary works and false works, erection, maintenance,

establishment and overhead charges, profit, any taxation and levies, octroi and other

charges together with all general risks, liabilities and obligations set out or implied in the

Contract and including remedy of any defects during the Defects Liability Period.

5. The stipulated rates in BOQ are entirely in India Rupee Currency.

6. Rates shall be entered both in figures and words against total amount of Bill of

6. Rates shall be entered both in figures and words against total amount of Bill of

Quantities. However, Items (for which rate has been provided) against which no quantity

is entered will be paid for by the Employer on actual measurement onsite when executed.

7. The whole cost of complying with the provisions of the Contract shall be deemed to have

been included in the items provided in the priced Bill of Quantities.

8. General directions and descriptions of work and materials are not necessarily repeated

or summarized in the Bill of Quantities. Reference to the relevant sections of the contract

documentation shall be made before quoting the bid against each item in the Bill of

9. The method of measurement of completed work for payment shall be in accordance with

the requirement as stated in the individual sections of the Technical Specifications.

10. Contractor shall credit the material dismantled during the work in progress in AMC store

suggested by Engineer in charge of the work.

11. AMC reserves the right to decrease the scope of work or to incase of any condition.

AMC may start it after approval of competent authority.

Detailed technical specification for all the Items above shall be relevant to PWD manual general

material specification there in during the construction period of the contract. Contractor should

adhere to the specifications and same shall be considered as the tender document.

Incase of any discrepancy the decision of engineer in-charge shall be considered as final.

In case of any dispute the decision of City Engineer shall be considered as final.

Seal and Signature of the Bidder Additional City Engineer

Date: Ahmedabad Municipal Corporation

AHMEDABAD MUNICIPAL CORPORATION

ENGINEERING DEPARTMENT

GENERAL CONDITION

1. Contractor shall produce the relevant registration certificate of AMC / State Govt

2. Contractor shall register the work to labour commissioner as per labour act.

3. Contractor shall not sub-let the work without permission of the authority

4. Contractor should have sufficient skilled and unskilled laborers so that he shall start

work at different sites simultaneously. Contractor's having labour force available during

festivals shall only apply. Contractor can not stop the work due to on availably of labour

force. In case progress is delayed, contractor shall be penalized 0.1% of Tender amount

per day for work done after time limit, maximum up to 10% for remaining work.

5. Bitumen rate difference will be paid as per tender conditions, if applicable.

6. Advance payment / machinery advance will not be paid.

7. Payment of running bill will be made as per recent A.M.C. policy in force.

8. No extra payment will be made due to increase of central / state Govt. Taxes.

9. If the work is not completed within time limit the penalty will be recovered from

immediate bills of contractors.

10. If the material i.e. MH cover C.C block etc. supplied from Municipal Corporation store

then contractor shall not claim for any extra rate for non execution of such item,

11. In the specifications, "as directed"/"Approved" shall be taken to mean, "as

directed"/approved" by the Engineer-in-charge.

12. Wherever a reference to any Indian Standard appears in the specifications, it shall be

taken to mean as a reference to the latest edition of the same in force on the date of

13. In "Mode of Measurement" in the specifications wherever a dispute arises in the

absence of specific mention of a particular point or aspect, the provisions on these

particular points, or aspects in the relevant Indian Standards shall be referred to.

14. All measurements and computations, unless otherwise specified, shall be carried out

nearest to the following limits:

(i) Length, width and depth (height)------- 0.01 Meter.

(ii) Areas -----0.01 Sq. Mt.

(iii) Cubic Contents ------0.01 Cu.Mt.

15. The distance, which constitutes lead, shall be determined along the shortest practical

route and not necessarily the route actually taken. The decision of the Engineer-in-

charge in this regard shall be taken as final.

16. Where no lead is specified, it shall mean "all leads"

17. Lift shall be measured from plinth level.

18. Definite particulars covered in the items of work, through not mentioned or elucidated

in it, specifications shall be deemed to be included there in.

19. Reference to specifications of materials as made in the detailed specification of the

items of work is in the form of a designation containing the number of the specification

of the material and prefix 'M' e.g. 'M-5'.

20. Approval to the samples of various materials given by the Engineer-in-charge shall not

absolve the contractor from the responsibility of replacing defective material brought

on site or materials used in the work found defective at a later date.

21. The contract rate of the item of work shall be for the work completed in all respects.

22. No collection of materials shall be made before it is got approved from the Engineer-in-

23. Collection of approved materials shall be done at site of work in a systematic manner.

Materials shall be stone at site of work in a systematic manner. Materials shall be stored

in such a manner as to prevent damage, deterioration or intrusion of foreign matter and

to-ensure the preservation of their quality and fitness for the work.

24. Materials, if and when rejected by the Engineer-in-charge, shall be immediately

removed from the site of work within 24 hours.

25. No materials shall be stored prior to, during and after execution shall be kept in

sufficient numbers and in good working condition on the site of the work.

26. All works shall be carried out in work man like manners per the best techniques for the

particular item.

27. All tools, templates, machinery and equipment for correct execution of the work as well

as for checking lines, levels, alignment of the works during execution shall be kept in

sufficient numbers and in good working condition on the site of the work.

28. The mode, procedure and manner of execution shall be such that it does not cause

damage or over loading of the various components of the structure during execution or

after completion of the structure.

29. All necessary safety measures and precaution (including those laid down in the various

relevant Indian Standards) shall be taken to ensure the safety of men, materials and

machinery on the works as also of the work itself.

30. The testing charges of all materials shall be borne by the Contractor unless recovery at

one percent towards testing charges is separately made.

INSTRUCTION TO TENDERERS

TENDER VALIDITY PERIOD:

The tender shall be kept valid for acceptance for a period of One Hundred Twenty

Calendar days (120) from opening of price bids.

SECURITY DEPOSIT

Within 10 days of receipt of Acceptance from the Corporation, the successful tender

shall furnish to the Corporation Security Deposit of 3% (Three percent) of the contract

price cheque or Bank Guarantee, pay order, or demand draft of Nationalized Banks and

Schedule Banks only.

CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER

& STAMP (West Zone)

AHMEDABAD MUNICIPAL CORPORATION

ENGINEERING DEPARTMENT

GENERAL SPECIFICATION

(1 ) The work sha ll be completed within 12 Month .

(2 ) The contra cto r sha ll be rema in respon sible for Work men’ s co mpensa tion if any

when such case occurs. Th e contracto r sha ll a rra nge fo rmed iampa sa n t n igh t

a nd fenci ng an d pa g i and sha ll be respon si ble for a ny da mage of lif e a nd limb

or pro perty if an y ha ppen , du ring th e executio n of work. In ca se o f dispu te fo r

un seen o r overloo ked items the decision of th e c ity En gin eer sha ll be fi na l.

The con tra ctor sha ll h ave to g ive site clea n o f a ll rubb ish on completion of

work an d ha ve over th e buildin g with f ina l fi ni shing of the work a s directed.

All the re jected ma teri als sha ll be remo ved fro m site wi th in 24 hours by

con tra ctor a t thi s rsk a nd cost.

(3 ) Fo r m ixing morta r ei th er f or m asonry or for pla ster o r for an y other purp ose

con tra ctor sha ll ha ve to prepa re th ro ug h o f bigger size a nd mix the morta r in

the req uired prop ortion . In on ca se he sha ll be a l lowed to mix th e morta r

either on floor o r an y f ini sh ed surfa ces.

(4 ) The con tra ctor sha l l ha ve to m ak e his o wn arrangement for wa ter requ ired for

the work and sh a ll pay the wa ter cha rges a s per wa ter m eter.

(5 ) If an y extra item c rops u p durin g the prog ress o f work the same sha ll b e

ca rried out by the contra ctor and h e shall b e pa id at the rate f ixed by C.E. a s

per the ra te a nal ysi s b a sed on current ma rket ra tes.

(6 ) If in the interest of the Corp ora tion it is nec essa ry to cha nge either a ny si te or

the d esi gn of the p ropose work the co ntractor sha ll ca rry ou t the sam e at h is

qu oted ra tes wi th out cha rges any extra and th e c ontrac to r wil l ha ve to ca rry

ou t the works and h e will be pa id at th e rate q uo ted by him and n o claim fo r

extra fo r subsequent ch anges ma y b e enterta ined.

(7 ) Retetio n money a t the ra te of 2% sha ll be dedu cted from every ru nni ng bill of

the con tractor and wh ich wil l be p aid at the time o f fi na l bi ll, for wo rks

costing More than Rs. 10-00 la khs.

(8 ) The ten der fo r the work sh a ll rema in open fo r a perio d (120) days from th e

da te of open ing of th e tenders fo r this work and tha t th e tend erer sh all n ot b e

a llo wed to withdra w o n modif y the offer on hi s o wn d urin g the period. If any

tenderer with draw or ma kes any m odifica tion s (s) or a dd ition (s) in the terms

a nd conditio ns of h is tender not a ccep table to th e Mun icipal Co rpo ra tion th e

Mun icipa l Corpo rati on shall without prejudice to a ny righ t o r remed y be a t

liberty to forf eit in fu ll the sa id ea rnest m oney a bsol utely.

(9 ) As per Ci rcula r No. MCR 2176 (96) 241 8 (ii) GHH da ted 31-03-77 issued by

Govern ment of Guja ra t con tra ctors a re requested to produce thei r qua rry

m ateria ls f or constructio n wo rk thro ugh lega l sources. i .e. on ly fo rm th e

qua rry lea se hol ders, permit ho lder or m iddle ma n who satisfies the contra cto r

a s to the l ega lity of the source o f p urcha se by him on th ese ma teria ls.

(1 0) Co ntra ctor ha s to make his own a rra ng ement f or pro cu rement of steel a nd

(1 1) Co nd itional tender will n ot b e a ccepted .

(1 2) All tend ers a re to be subm itted in dup lica te without whi ch the

(1 3) tenders are liable to be rejected.

(1 4) Co ndition o f form B1 Standard Sp ecif icatio n of material & co de of practice

will be ap plicable . Fo rm B1 & B2 can b e is availab le o n web site .

Co ntractor’s Signatu re Ad d. City Engin eer

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ftuLx[tfxh©eyu xuLzh ChJt lnek. BGþrlrmvj hSMx[uNlle/dJobuLx hSMx[uNlle ftuve bwfJtbtk ln´ ytJu

<tu xuLzh h> dKJtbtk ytJNu.

6. xuLzh Ve vu ytuzoh / zebtLz z[tVx&e aqfJJtle hnuNu. œhuf xuLzh œeX yjd xuLzh xuLzhVe ChJtle

hnuNu.ylu <ule vtA¤ ‘ E ’ xuLzhltu xuLzh ytR.ze lkch yawf jFJtltu hnuNu.

7. ftuLx[tfxhtuyu xuuLzhbt cukfl wltb, Ft<t lkch, btRfh lkch ylu mhltb wMvÐ yûthtubtk jFJw.

8. ytuAe hfble xuLzh Ve, R.yub.ze. fu xuLzh Ve, R.yub.ze. ÂJltlt xuLzhtu hœct<j (fuLmj) dKtNu.

9. su ftuLx[tfxh©eytuyu hSMx[uNl heLgw fhuj l ntug <u ftuLx[tfxhu xuLzh ChJt lne.

10. xuLzh mt&u BþfJtbtk ytJ<e yluoMxble, xuLzh le hfblt 1% «btKu cukf duhLxe / zebtLz z[tVx / vu ytuzoh /

jtufj btRfh auf&e s MJefthJtbtk ytJNu. œhuf xuLzh œeX yjd R.yub.ze. ChJtle hnuNu. R.yub.ze.

hfb Yt. yuf fhtuz mwDele ykœtS< hfblt ftb btxu htufzt, jtufj btRfh auf, rzbtLz z[tVx, vu ytuzoh fu

cukf duhkxelt MJYvbtk <&t Yt. yuf fhtuz&e Wvhle ykœtS< hfblt ftb btxu R.yub.ze.le hfb btºt

rzbtLz z[tVx, vu ytuzoh fu ckuf duhkxelt MJYvbtk ytvJtle hnuNu.cukf duhuLxe yb>tJt> NtFtle ntuJe

11. ftuLx[tfxh©eytuyu JucmtEx Wvh xuLzh ltuxembtk >NtoÔgt Bþsc òu ftuE Mþ^tht J^tht fhJtbtk ytJuj nNu

<tu btLg htFJtlt hnuNu su ykdu AuÕjt 72 fjtf vnujt Juc mtEx Wvh su <u xuLzh auf fhe ChJtLþk

12. mefgtuhexe zevtuÍex/ vVtuboLm duhuLxele hfb Yt. yuf fhtuz mwDele ykœtS< hfblt ftb btxu htufzt,

jtufj btRfh auf, rzbtLz z[tVx, vu ytuzoh fu cukf duhkxelt MJYvbtk <&t Yt. yuf fhtuz&e Wvhle ykœtS<

hfblt ftb btxu mefgtuhexe zevtuÍex/ vhVtuboLm duhkxele hfb btºt rzbtLz z[tVx, vu ytuzoh fu ckufduhkxelt

MJYvbtk ytvJtle hnuNu.

13. stu xuLzhbtk MvÐ WÕjuF fhtguj ntug <tu atubtmtlu fthKu Ft<tfeg MËalt yLJgu ßgthu ßgthu ftb ck^

htFJtLþk &tg <u mbglu ftble BþÆ<btk bshu ytvJtbtk ytJNu. vhkðþ yt yLJgu ftuE CtJ J^thtu

ytvJtbtk ytJNu lne. sule ltuk^ >huf xuLzhhu juJe.

14. ybœtJtœ Bgw. ftu. Bttk Ítulj ytuVem/v.J.yu./«tusu¾x rJCtd ïtht htuz/rcÕzed/ce{s Ft<tytu ïtht

cnth vtzJtbtk ytJujt xuLzh sulw mcbeNl <t.01/07/2017 vAe fhJtlwk &tg Au.<uJt xuLzhtubtk <&t

nJu vAe cnth vtzJtbtk ytJlth Wvhtu¾< rJCtd/Ft<t <btb xuLzhtubtkGSTlt ltuxeVefuNl

bwscGSTßgtk jtdw vzgtu ntug ðgtk,mœhnwk ftbltBidderyuGSTltuxeVefuNl bwscle yuÃjefucejexe

ægtlbtk htFelu huxlwk cezekd fhJtlwk hnuNu.

15. yuuf fh<t J^thu ftbtu mwaJJtbtk ytJu <u mkstudtubtk œhuf ftb yk<od< yjd yjd juch dukd <&t

bNelhelw ytgtusl ftuLx[tfxh îtht fhJtlwk hnuNu.

16. ytfMbef/ <tfeœlt ftbtu btxu Ft<t îtht sKtJuj ftbtulu ftuLx[tfxh îtht 24 fjtfle ykœh atjw fhJtlt

17. dwsht< mhfth©elt ©b, ftuNÕg rJftm ylu htusdth rJCtdlt XhtJ ¢btkf:

LED/WRT/efile/11/2024/ 0293/M2 mraJtjg,dtk^eldh. <t.15/02/2024 bwsc fboathe

©bgtudele òudJtR vhevqKo &tg <u mwrlr©< fhJtlwk hnuNu.

zebtLz z[tVx / auf “BgwÂlÂmvj fÂb§h,ybœtJtœ” lt ltbltu fZtJJtu.

vrµb Ítul Esluh Ft<t îtht «ftrN<