section – iv technical specifications and broad scope of … office... · 2017-07-19 · is 1080...

GUJARAT STATE ELECTRICITY CORPORATIOPN LTD.

Engineering, procurement and construction (EPC) contract for disposing of fly ash and bottom ash for 200MW unit no. 3 & 4 and 210MW unit no. 5 from the pumping station to the Dykes including Erection, Testing and Commissioning of pipes and Pumping Station with all Civil, Mechanical ,Electrical & instrumental Works with 1 year operation & maintenance for combine ash slurry pump house at Ukai TPS, Nr. Songadh, Dist. Tapi.

SECTION – IV Technical Specifications and Broad

Scope of Works/ Services

GUJARAT STATE ELECTRICITY CORPORATION LIMITED Ukai Dam, Taluka: Fort Songadh, Dist:Tapi – 394680. Ph. 91-2624-233215, 233257 Fax: 91-2624-233300, 233315.e-mail: [email protected]. Website: www.gsecl.in

CIN: U40100GJ1993SGC019988

INDEX

SECTION CONTENTS Page No

SECTION-A Technical Specification for Civil work

SECTION-B Technical Specification for Mechanical Works

SECTION-C Technical Specification for Electrical Works

SECTION-D Technical Specification for Instrumentation Works

SECTION-E DATA SHEET

GUJARAT STATE ELECTRICITY CORPORATIOPN LTD.

Engineering, procurement and construction (EPC) contract for disposing of fly ash and bottom ash for 200MW unit no. 3 & 4 and 210MW unit no. 5 from the pumping station to the Dykes including Erection, Testing and Commissioning of pipes and Pumping Station with all Civil, Mechanical ,Electrical & instrumental Works with 1 year operation & maintenance for combine ash slurry pump house at Ukai TPS, Nr. Songadh, Dist. Tapi.

SECTION – IV

(SECTION-A)

Technical Specification for Civil work

EPC contract for disposing of fly ash and bottom ash for 200MW unit no. 3 & 4 and 210MW unit no. 5 from the pumping station to the Dyke

Chapter Title Page

C o n t e n t 1

1. Design Criteria for Structural Designs 1

1.1 Introduction _____________________________________________________________ 1

1.2 Geo-Technical Investigation _________________________________________________ 1

1.3 Basic engineering data: datum and site levels. __________________________________ 1

1.4 List of Design Codes and Standards___________________________________________ 1

1.4.1 Foundation Engineering ____________________________________________________ 1

1.4.2 Loading standard codes and design aids _______________________________________ 2

1.4.3 Reinforcement ___________________________________________________________ 3

1.4.4 Brickwork And Hollow Block _________________________________________________ 3

1.4.5 Cement and fine & coarse aggregates: ________________________________________ 3

1.4.6 All structural steel design shall generally conform to the following publications of the

Indian standards institution: ________________________________________________ 3

1.4.7 Miscellaneous ____________________________________________________________ 4

1.5 Method Of Analysis _______________________________________________________ 4

1.6 Method of Design _________________________________________________________ 4

1.7 Design Bases ____________________________________________________________ 5

1.8 Design Conditions For Underground Or Partly Underground Liquid Retaining Structures __ 6

1.9 Designed Loading ________________________________________________________ 6

1.10 Minimum Cover to Main Reinforcement _______________________________________ 11

1.11 Minimum Thickness of Structural Members ____________________________________ 12

1.12 Spacing of Reinforcement _________________________________________________ 13

1.13 Material Specification _____________________________________________________ 13

1.14 Joints _________________________________________________________________ 14

1.15 Nominal Striping Time (Based On IS 456) _____________________________________ 14

1.16 Curing Of Different Items _________________________________________________ 14

1.17 Special Consideration for Steel Structures _____________________________________ 15

1.18 Soil Bearing Capacity _____________________________________________________ 16

1.19 Design criteria __________________________________________________________ 16

2. Technical Specifications for Civil Works 18

2.1 Material _______________________________________________________________ 18

2.1.1 Water _________________________________________________________________ 19

2.1.2 Cement _______________________________________________________________ 20

2.1.3 White Cement __________________________________________________________ 20

2.1.4 Sand__________________________________________________________________ 20

2.1.5 Stone Grit______________________________________________________________ 20

2.1.6 Cement Mortar __________________________________________________________ 21

2.1.7 Stone Coarse Aggregate for Nominal Mix Concrete ______________________________ 21

2.1.8 Black Trap Coarse Aggregate _______________________________________________ 22

2.1.9 Bricks _________________________________________________________________ 22

2.1.10 Mild Steel Bars __________________________________________________________ 23

2.1.11 High strength deformed thermo mechanically treated (TMT) Bars __________________ 23

2.1.12 Corrosion Resistance Steel (HYSD CRS): ______________________________________ 23

2.1.13 Mild Steel Binding Wire ___________________________________________________ 23

C o n t e n t


2.1.14 Fusion Bonded Epoxy Coating Reinforcing Bars _________________________________ 24

2.1.15 Structural Steel _________________________________________________________ 24

2.1.16 Shuttering _____________________________________________________________ 24

2.1.17 Teak Wood_____________________________________________________________ 25

2.1.18 Rolling Shutters _________________________________________________________ 25

2.1.19 Glass _________________________________________________________________ 26

2.1.20 Fixtures & Fastenings_____________________________________________________ 27

2.1.21 Paints _________________________________________________________________ 29

2.1.22 Rough Kota Stone _______________________________________________________ 29

2.1.23 Polished Kota Stones _____________________________________________________ 30

2.1.24 Galvanised Iron Pipes and Fittings ___________________________________________ 30

2.1.25 Cast Iron Pipes and Fittings ________________________________________________ 30

2.1.26 Bitumen Felt For Water Proofing and Damp Proofing ____________________________ 31

2.1.27 Selected Earth __________________________________________________________ 31

2.1.28 Glazed Stoneware Pipe and Fittings __________________________________________ 32

2.1.29 Water Stopper __________________________________________________________ 32

2.1.30 Hand Railing ___________________________________________________________ 32

2.2 Code of Practice _________________________________________________________ 32

2.2.1 General _______________________________________________________________ 32

2.3 Civil and Building Works __________________________________________________ 33

2.3.1 Materials in General ______________________________________________________ 33

2.3.2 Samples and Tests of Materials _____________________________________________ 34

2.3.3 Standards ______________________________________________________________ 35

2.3.4 Orientation _____________________________________________________________ 38

3. Scope of Civil works 40

3.1 MAIN CIVIL COMPONENTS OF COMBINED ASH SLURRY PUMP HOUSE ______________ 42

4. Detailed Technical Specification 45

4.1 Excavation Work ________________________________________________________ 45

4.1.1 ORDINARY SOIL, SOFT SOIL _____________________________________________ 45

4.1.2 IN HARD/DENSE SOIL ____________________________________________________ 46

4.1.3 IN HARD MURRUM _______________________________________________________ 47

4.1.4 SOFT ROCK/HARD ROCK __________________________________________________ 47

4.2 FILLING _______________________________________________________________ 50

4.3 CEMENT CONCRETE 1:3:6 1CEMENT : 3COARSE SAND : 6 CRUSHED STONE

AGGREGATES 20 MM. NOMINAL SIZE ________________________________________ 51

4.4 CEMENT CONCRETE 1:2:4 (1-CEMENT:2-COARSE SAND:4-M/C CRUSHED BLACK TRAP

GRADED STONE AGGREGATES 20 MM NOMINAL SIZE) __________________________ 56

4.5 CONTROLLED CEMENT CONCRETE M-25 _____________________________________ 61

4.6 CONTROLLED CEMENT CONCRETE M-30 FOR WATER RETAINING STRUCTURE _______ 67

4.7 REINFORCEMENT TMT BARS FE415 _________________________________________ 73

4.8 FLY ASH BRICK MASONRY _________________________________________________ 77

4.9 FLY ASH HALF BRICK MASONRY ____________________________________________ 78

4.10 15 MM THICK INSIDE PLASTER _____________________________________________ 79

4.11 10 MM THICK PLASTER ___________________________________________________ 81

4.12 SAND FACED 20 MM THICK PLASTER ________________________________________ 82

4.13 PAINTING WORKS _______________________________________________________ 83

4.14 QUARTER ROUND CEMENT VATTA100X100 MM. IN C.M.(1:1) ____________________ 87

4.15 STEEL DOORS, WINDOWS AND VENTILATORS_________________________________ 88


4.16 ROLLING SHUTTER. ______________________________________________________ 90

4.17 FRP DOORS WITH FRP FRAMES ____________________________________________ 90

4.18 ALUMINIUM ANODIZED SECTION THREE TRACK WINDOW _______________________ 92

4.19 M.S. GRILL _____________________________________________________________ 93

4.20 1ST (FIRST) QUALITY VITRIFIED TILES 8MM THICK _____________________________ 95

4.21 POLISHED KOTAH STONES ________________________________________________ 96

4.22 CERAMIC TILES 6MM THICK _______________________________________________ 97

4.23 ACID RESISTANT TILES. __________________________________________________ 98

4.24 IN SITU CEMENT CONCRETE FLOOR (M15) WITH HARDENER TOPING (IRONITE

FLOORING) ____________________________________________________________ 98

4.24.1 Base Concrete (M15) _____________________________________________________ 99

4.24.2 Hardener Toping (Ironite flooring) _________________________________________ 100

4.25 BEVELED EDGE MIRROR _________________________________________________ 101

4.26 ORISSA TYPE PORCELAIN W.C. SEAT OF 580MM. SIZE _________________________ 101

4.27 WHITE PORCELAIN RECTANGULAR WASH HAND BASIN SIZE 550X400MM. _________ 102

4.28 P & F URINALS_________________________________________________________ 103

4.29 PVC NAHNI TRAP OF 100MM DIA INLET ____________________________________ 103

4.30 S.W. GULLY TRAP ______________________________________________________ 104

4.31 BRICK MASONRY CHAMBER 600 MM. X 850 MM. INTERNAL DIMENSIONS __________ 104

4.32 P & L NP-2 PIPES -150MM DIA ____________________________________________ 105

4.33 P & F SINTEX DOUBLE COATED OF I.S.I MARK OF 3000 LITRE CAPACITY _________ 106

4.34 P & L 110 MM DIA PVC PIPE OF WORKING PRESSURE 6 KG PER SQ.CM FOR "

DRAINAGE" LINE _______________________________________________________ 107

4.35 P & L 110 MM DIA PVC PIPE OF WORKING PRESSURE 4 KG PER SQ.CM FOR "

RAINWATER" LINE______________________________________________________ 108

4.36 P & F SCREW DOWN BIB TAPS ____________________________________________ 109

4.37 P & F CPVC PIPES-15MM DIA _____________________________________________ 110

4.38 P & F CPVC PIPES-25MM DIA _____________________________________________ 112

4.39 G.M. Wheel valve of 25 mm dia. ___________________________________________ 112

4.40 G.M. WHEEL VALVE OF 50 MM DIA _________________________________________ 112

4.41 WATER PROOFING WITH CHINA MOSAIC TILES ______________________________ 113

4.42 SEPTIC TANK AND SOAK PIT______________________________________________ 114

4.43 SITE DRAINAGE ________________________________________________________ 115

4.44 STORM WATER DRAINAGE _______________________________________________ 115

4.45 FOUL DRAINAGE _______________________________________________________ 115

4.46 CABLE AND PIPE WORK TRENCHES ________________________________________ 115

4.47 PVC WATER STOPS _____________________________________________________ 116

4.48 RAILINGS _____________________________________________________________ 116

4.49 G.I. PIPE RAILING ______________________________________________________ 117

4.50 PROVIDING AND FIXING M.S. LADDER ______________________________________ 117

4.51 FALSE CELLING ( GYPSUM BOARD ) ________________________________________ 118

4.52 TOILET FACILITY _______________________________________________________ 119

4.53 GENERAL _____________________________________________________________ 119

4.54 TECHNICAL SPECIFICATIONS FOR PEDESTAL, THRUST BLOCK & CROSSING

STRUCTURE: __________________________________________________________ 120


Signature of Bidder Company's Round Date: Place:

Page 1 of 122

1.1 Introduction

This document forms the engineering design basis for structural design. The content of these documents is to form the guidelines for engineering design of structures and to provide information about other disciplines concerned.

This is technical specification summarizes the concept and relevant IS codes (Latest Version) to be followed for buildings and water retaining structures.

1.2 Geo-Technical Investigation

The contractor shall be responsible for the geo-technical exploratory survey to obtain accurate information about soil condition at the site.

The depth, thickness, extent, composition of each stratum and the depth of ground water shall be determined. Provide a geo-technical report based on survey data which includes boring logs, field and laboratory test results, interpretation of data, building foundation and earthwork recommendations.

1.3 Basic engineering data: datum and site levels.

1. Finished Ground Level (FGL) = 82.20 m

2. Plinth height (minimum):

a. Pump House = FGL + 1.0 m

b. other building = FGL + 0.50 m

1.4 List of Design Codes and Standards

All designs shall be based on the latest International or Indian Standard (IS) Specifications or Codes of Practice. The design standards adopted shall follow the best engineering practice in the field based on any other international standard or specialist literature subject to such standard reference or extract of such literature in the English language being supplied to and approved by the Engineer In-charge. In case of any variation or contradiction between provision Indian standards or code and the specification given with the submitted tender document, the provision given in the tender document shall be followed.

1.4.1 Foundation Engineering IS 1080 Design and construction of shallow foundation in soils (Other than raft, ring, and

shell)

1. Design Criteria for Structural Designs



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IS 6403 Determination of bearing capacity of shallow foundations.

IS 8009 Part I & Part II Calculation of settlements of foundations.

IS 2950-1981 Code of practice for design and construction of raft foundations ( Part-1)

IS 2974 Code of practice for design and construction of machine foundations (part 1 to 4)

IS: 13301 Guidelines for vibration isolation for machine foundations

1.4.2 Loading standard codes and design aids

IS 456 - 2000 Code of Practice for plain and reinforced concrete.

IS 875 - 1987 Code of Practice for design loads for buildings and structures.

Part I – dead loads.

Part- II – Live loads.

Part III – Wind loads

Part V- Special Loads and Load combinations

IS 3370 Code of Practice for concrete structures for the storage of liquids.

Part-I - General Requirement (2009)

Part- II - Reinforced concrete structures (2009)

Part-III - Pre-stressed concrete structures (1967)

Part-IV - Design tables (1967)

IS 1893 - 2005 (Part –IV) Criteria for Earthquake Resistance Design of Structure IS 1893 - 2002 Criteria for earthquake resistant design of structures Part-1 General Provision and

Buildings

IS 4326 Earthquake design and construction of buildings - Code of Practice. IS 13920-1993 (reaffirmed 1998) Ductile detailing of Reinforced Concrete Structures subjected to

Seismic forces – Code of practice IS 13920:1993 (reaffirmed 1998 – Edition 1.2 (2002-03) Ductile detailing of Reinforced Concrete

Structures subjected to Seismic forces – Code of practice



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IS 1911 Schedule of unit weights of building materials

1.4.3 Reinforcement

IS 1786-2008 Specification for High strength deformed steel bars and wires for concrete reinforcement

IS 2502 Bending and fixing of bars for concrete reinforcement

IS 5525 Recommendations for detailing of reinforcement in reinforced concrete works

1.4.4 Brickwork And Hollow Block

IS – 1077 Common burnt clay building bricks-specification

IS -2212 Code of practice for Brick work

IS -2185 Specification for Cement Masonry units. (Part- I - Hollow and solid concrete Blocks. Part-II Hollow and solid light weight concrete blocks)

1.4.5 Cement and fine & coarse aggregates:

IS-12330 Specification for Sulphate Resisting Portland Cement

IS-12269 Specification for 53 grade ordinary Portland cement

IS-383 Specification for Coarse and Fine aggregates from natural sources for concrete

1.4.6 All structural steel design shall generally conform to the following publications of the Indian standards institution:

IS 800 Code of Practice for general construction in steel

IS 806 Code of Practice for use of steel tubes in general building construction

IS 807 Code Of Practice For Design, Manufacture, Erection And Testing Structural Portion of Cranes and Hoists

IS 808 Dimensions for hot rolled steel beam, column channel and angle section

IS 813 Scheme of symbols for welding

IS 816 Code of Practice for use of manual metal arc welding for general construction in Mild steel.



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IS2062-2006 Hot rolled low medium and high tensile structural steel

1.4.7 Miscellaneous

IS:1172 Code of basic requirements for water supply, drainage and sanitation

IS:1742 Code of Practice for building drainage

IS:3067 Code of Practice for general design details and preparatory works for damp proofing and water proofing of buildings

SP:16 Design Aids for reinforced concrete to IS:456 : 1978

SP:20 Handbook on masonry design and construction

SP:22 Explanatory handbook on codes for earthquake engineering

SP:24 Explanatory handbook on Indian Standard Code of Practice for plain and reinforced concrete

SP:25 Handbook on causes and prevention of cracks in buildings

SP:34 Handbook of concrete reinforcement & detailing

IRC:6(2000) Standard specification and core practice for road bridges section-ii load and stresses.

IRC:37 Guidelines for the design of flexible pavements

IRC:73 Geometric design standard for Rural (Non-Urban) Highways.

1.5 Method Of Analysis

All structures shall be analyzed by the linear elastic theory to calculate internal actions produced by design load. It can analyzed by STAAD-PRO software or excel spread-sheet. The design shall be carried out for the worst/governing combination. Load calculation and Design document shall be prepared in Excel.

1.6 Method of Design

Design shall be carried out as per following:

RCC footings: Limit state method of design

RCC columns: Limit state method of design



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RCC beams and slabs: Limit state method of design

Retaining wall: Working stress method / Limit state method of design with limiting crack width of 0.2mm as per IS : 456-2000

RCC water retaining structures shall be designed as per working stress method design as per IS : 3370.

Also provide the seismic design calculation of RCC Water retaining structures as per IS:1893 (Part – II, Draft Code).

Steel Structures: Limit state/Working Stress method of design.

1.7 Design Bases � Foundation shall be designed to carry all the loads from equipment or super structure, which

they support in accordance with the relevant codes. − Net safe bearing capacity of soil & Ground water table: As per geo-technical report − Type of foundation.

� For buildings and structures: As per geo-technical report � Allowable increase in soil bearing capacity in event of storm(wind) 25%, Earthquake 25%,

factor of safety as per IS 1904 against overturning 1.5, Sliding 1.5, and buoyancy 1.2. � As a general rule following features will be adopted, unless decided otherwise in a specific or

exceptional case: � Top of footing will be horizontal and flat/Trapezoidal as case. � Minimum depth of foundation is considered as per latest geotechnical report for

various locations of the proposed structure. � Foundation plinth for structural columns and equipment supports shall extend not less than 5

mm from the edge of base plate. � The clear distance between a standard mild-steel anchor bolt or anchor sleeve and the face of

the foundation shall be not less than 75 mm. � Minimum thickness of lean concrete layer shall be 100 mm for building and 150 mm for water

retaining structure, also extend 75 mm beyond the foundation edge. � For heavier loads and restricted settlements pile foundation may be considered as an

alternative as per IS 2911. � Wherever columns are very near pedestals of footing are considered combined to take care of

unbalance loading. Sufficient reinforcement is provided to take care of unbalancing load. Centre of footing and combined loading is match to nullify eccentricity in load.

� Where stresses due to wind (or seismic) and temperature are combined with those due to other loads, the allowable stresses in concrete and reinforcement steel shall be increased by 33.33% in case of working stress design. However steels having definite yield stress, stress limited to yield stress, for steels without definite yield point, the stress will be limited to 80 percentage of ultimate strength or 0.2 percent proof stress whichever is smaller.

� All building shall have a minimum 1.0 m wide, 100 mm thick plinth protection paving in M15 grade concrete or stone slabs/tiles. All plinth protection shall be supported on well compacted strata.



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1.8 Design Conditions For Underground Or Partly Underground Liquid Retaining Structures

All underground or partly underground liquid containing structures shall be designed for the following conditions:

Liquid depth to be considered up to full height of wall and no relief due to soil pressure from the other side to be considered.

i. RCC water retaining structures like storage tanks shall be leak proof and designed by working stress method.

ii. Structure empty condition (i.e., empty of liquid, any material, etc.) : full earth pressure with saturation and surcharge pressure wherever applicable, to be considered.

iii. Partition wall between dry sump and wet sump: to be designed for full liquid depth up to full height of wall.

iv. Partition wall between two compartments: to be designed as one compartment empty and the other full for both the directions.

v. Structures shall be designed for uplift in empty conditions with no live load with the water table as per Geotechnical report or high flood level or finished ground level, whichever is maximum. No reduction factor for the uplift forces shall be considered. Use of pressure relief valves to reduce uplift pressure due to ground water table shall not be allowed.

vi. Walls shall be designed under operating conditions to resist earthquake forces from earth pressure mobilization and dynamic water loads.

vii. Underground or partially underground structures shall also be checked against stresses developed due to any combination of full and empty compartments with appropriate ground/uplift pressures from below to base slab. A minimum factor of 1.2 shall be ensured against uplift or floatation and due to other loads shall be 1.5.

viii. Soil bearing capacity is to be considered as per soil investigation report.

1.9 Designed Loading

All buildings and structures shall be designed to resist the worst combination of the following loads / stresses under test and working conditions; these include dead load, live load, wind load, seismic load, Equipment load, Piping Anchor and Restraint loads, Crane, Monorail & Elevator loads, Earth Pressure load, Hydrostatic Pressure load, stresses due to temperature changes, shrinkage and creep in materials, dynamic loads, impact load and other specific loads.

A. Dead Load

This shall comprise all permanent construction including walls, floors, roofs, partitions, stairways, fixed service equipment and other items of machinery.

I. Material Weight/Densities

(i) Weight of water : 10.00 KN/m3

(ii) Weight of soil : As per field test results or 18.00 KN/m3



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(iii) Weight of plain concrete : 24.00 KN/m3

(iv) Weight of reinforced concrete : 25.00 KN/m3

(v) Weight of brickwork (exclusive of plaster)

: 22.00 N/m2 per mm thickness of brickwork

(vi) Weight of plaster to masonry surface

: 20.40 N/m2 per mm thickness

(vii) Weight of granolithic terrazzo finish or rendering screed, etc.

: 24.00 N/m2 per mm thickness

(viii) Weight of Filling in Sunk Slab etc. : 20 KN/m3

(Ix) Weight of ceiling plaster 6/8 mm thick : 20 KN/m3

(x) Light weight concrete with aggregates as Perlite etc.

: 10 kN/m3

(xi) Rubble Masonry : 22.00 KN/m3

(xii) Electrical Panel Load, Instrumentation Panel Load, Battery backup Load etc.

: As per Actual Panel Loads

II. Dead Loads

Note: Openings (doors, windows, ventilators etc.) in the masonry are ignored.

III. Slabs

Floor Finished on working floors – 1.5 KN/m2

Floor Finished on Terrace – 2.00 KN/m2

Filling in sunk slabs: weight density x thickness of filling

Self weight: - Weight density x thickness of slab

IV. Beams

Self weight: - Weight density x width x total depth

Brick masonry: - Weight density x wall thickness x wall height

B. Live Load

Live loads shall be in general as per I.S. 875. However, the following minimum loads shall be considered in the design of structures:



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(i) Live load on roofs (accessible)

(Non-accessible)

1.50 kN/m2

0.75 kN/m2

(ii) Live load on floors supporting Equipment such as pumps, blowers, Compressors, valves, etc or as required by equipment supplier whichever is greater.

10.00 kN/m2

(iii) Live load on all other floors

Walkways, stairways and platforms.

5.00 kN/m2

(iii) Live load on all residential floors 3 KN/m2

(iv) Live load on Toilets 2.5 KN/m2

Live load reduction shall be in accordance with the provisions of IS: 875 and IS: 1893 in case of seismic analysis.

In the absence of any suitable provisions for live loads in I.S. Codes or as given above for any particular type of floor or structure, assumptions made must receive the approval of Engineer In-charge prior to starting the design work. Apart from the specified live loads or any other load due to material stored, any other equipment load or possible overloading during maintenance or erection / construction shall be considered and shall be partial or full whichever causes the most critical condition.

C. Wind Load

Wind loads shall be as per I.S. 875- Part III.

In design of structures, wind force on equipments supported on frame including all fixtures, piping, staircases, ladders, handrails etc. shall also be considered.

D. Earthquake Load

This shall be computed as per I.S. 1893 (latest version). An importance factor appropriate to the type of structure shall be considered for design of all the structures.

For all structures and buildings Response Spectrum Method of design shall be used. The importance factor for all buildings and structures shall be taken as 1.5.

E. Dynamic Load

Dynamic loads due to working of items such as pumps, blowers, compressors, switch gears, travelling cranes, etc. shall be considered in the design of structures as per manufacturer’s data.

F. Earth Pressure Load



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Earth pressure for all underground structures shall be calculated using coefficients of earth pressure at rest or coefficient of active earth pressure (whichever is applicable).

In addition to earth pressure a minimum surcharge load of 20 KN/m2 shall also be considered for the design of all underground structures or railway load (in case the railway track is located nearby) whichever is critical.

The underground structures shall be subjected to sub surface water pressure. Calculations shall be based on the weight of the soil plus full hydrostatic pressure. The full upward pressure of water below base raft shall be taken over the entire area.

G. Hydrostatic Pressure Load

Ground water level for calculation shall be considered as per Geotechnical report (submitted by the contractor) or high flood level or at Finished Ground Level whichever is maximum.

H. Impact Factor

Loads for cranes, hoists and elevators shall be taken as per IS: 875(Part 2). The minimum impact factors to be used in design shall be as follows:

I. Crane Loads

a. For vertical force, an impact factor of 25% of the maximum static loads. b. A lateral crane surge of 10% of the weight of the crab plus lifted load applied at the top

of crane rail acting on any one crane track rail. For frame analysis, this force shall be applied on one side of the frame at a time in either direction.

c. A longitudinal surge of 5% of the maximum static wheel loads of the crane applied at the top of the rail.

II. Monorail Loads

a. Impact factor of 10% of lifted load of hoist for monorail and support design b. Impact factor of 25% of lifted load for electrical pulley and support design.

I. Temperature Load

Expansion and contraction due to changes of temperature of materials of a structure shall be considered and adequate provisions shall be made for the effects produced (as per provision in relevant IS codes). Suitable expansion joints shall be provided in the longitudinal direction wherever necessary. The maximum distance of the expansion joint shall be as per the provisions of IS: 800 and IS: 456 for steel and concrete structures respectively.

Coefficient of thermal expansion of steel shall be taken as per IS: 800. Coefficient of thermal expansion for concrete shall be taken as per IS: 456.



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J. Vibration Loads

Vibration Loads shall mean the vibration forces caused by heavy vibrating equipment or machinery and dynamic forces caused by fluids in the normal operation.

Frames, structures and foundations for machinery or equipment causing vibration shall be designed to limit vibrations to an acceptable level.

It shall be designed such that whether they are independent or part of the building, it shall not only safely carry the loads for such items but also prevent resonance. Natural frequencies of frames, structures and foundations must differ by more than 20% from that of the machinery under operating conditions.

Static and dynamic loads of major equipment will be based on the manufacturer’s data of the specified equipment and will be designed in design in addition to live load.

1. Rotating (Centrifugal) Type

(a) Vertical direction: 0.5 times the weight of equipment or machinery

(b) Horizontal direction:

(i) Along direction of Rotation 0.25 times the weight of Equipment or machinery of shaft

(Perpendicular to centre line)

(ii) Along direction of shaft axis 0.1 times the weight of equipment or machinery

2. Reciprocating Type

(a) Vertical direction: 0.5 times the weight of equipment or machinery

(b) Horizontal direction:

(i) Along direction of reciprocating 0.25 times the weight of equipment or machinery

Motion

(ii) Along direction perpendicular 0.1 times the weight of equipment or machinery reciprocating motion

These horizontal loads shall be considered to be acting at shaft centreline.

K. Load Combination



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Load combination for checking of bearing capacity of soil and design of steel structures (working stress) � DL + 1.0 LL � DL +/- 1.0 WL (1.0 EQ) � DL + 1.0 LL +/- 1.0 WL (1.0 EQ)

Load combination for design of RCC structures and Steel Structures (Limit state) � 1.5DL + 1.5 LL � 1.5DL +/- 1.5WL (1.5 EQ) � 0.9DL + 1.5 WL/EQ shall be used for stability against overturning is critical. � 1.2DL + 1.2 LL +/ 1.2 WL (1.2EQ)

Load combination for water retaining structures (Limit State Method) IS - 3370 � 1.5DL + 1.2Eath Pressure + 1.2 Surcharge pressure � 1.5DL + 1.2Water pressure � 1.2DL + 1.2LL + 1.2WL + 1.2Earth Pressure+ 1.2 Surcharge Pressure � 1.2DL + 1.2LL + 1.2WL + 1.2Water Pressure

Load combination for water retaining structures (Working Stress Method) � 1.0(DL + LL) + 1.0 Water pressure � 1.0(DL + LL) + 1.0 Earth pressure + Surcharge Pressure (Sump Empty condition) � 1.0DL ± 1.0 WL (± 1.0 EQ) � 1.0DL + 0.5 LL ± 1.0 WL (± 1.0 EQ) + 1.0 Earth pressure (Sump Empty condition) � 1.0DL + 0.5 LL ± 1.0 WL (± 1.0 EQ) + 1.0 Water pressure (Sump Full condition)

DL = Dead load, LL = Live Load, WL= Wind Load, EQ= Earthquake Load

Appropriate factor of live load shall be taken as per IS 1893 for seismic load calculation. The load combinations giving the most critical conditions on foundations, structures or individual members shall be taken in to account.

1.10 Minimum Cover to Main Reinforcement

The minimum clear cover to reinforcement in all R.C.C structures shall be as per IS: 456/IS: 3370 (Part –II), except as mentioned for following:

The following minimum clear cover shall be provided for RCC (non-Water retaining) works.

� Slab (roof & floors, Canopies, Chajjas, lintels, waist slab in stair etc.) 25 mm � Beams 40 mm � Plinth beams 40 mm � Columns, pedestals 40 mm � Dry pits / retaining walls



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1. Face in contact with earth 50 mm 2. Free face 50 mm

� RCC Water / Liquid retaining structures 1. Face in contact with liquid 50 mm 2. Away from liquid but in contact with earth 50 mm

� RCC Foundation 1. Sides and top 50 mm 2. Bottom 60 mm

Cover shall be increased when surfaces of concrete members are exposed to the action of harmful chemicals (as in case of concrete in contact with earth faces contaminated with such chemicals, acid vapour, saline atmosphere, sulphurous smoke (as in case of steam operated railways) etc. and such increase of cover may be between 15 mm to 40 mm beyond the figures given above, as specified by the engineer-in-charge.

Cover blocks of different and necessary sizes shall be used as and when required for providing the adequate and specified cover to the reinforcement. Such cover blocks shall be made so in advance and properly cured to take the load of reinforcement. Cement mortar blocks in CM (1:1) by weight shall be used for making cover blocks.

A. Minimum Diameter Of Bar

Main steel in foundation : 10 mm

Main steel in column : 12 mm

Main steel in beam : 12 mm

Main steel in slab : 10 mm

Stirrups & Ties : 8 mm

Main steel in wall & Wall footing : 10 mm

Main steel for water retaining structure : 10 mm

B. Minimum Thickness Of PCC 1. For all RCC buildings foundation : 100 mm Thick –M 15

and Trenches etc 2. For Brick masonry wall foundation : 100 mm Thick – M 15 3. For all water retaining structures : 150 mm Thick –M 15

C. Minimum Percentage Of Steel 1. For buildings : As per IS 456-2000 2. For liquid retaining structure : As per IS 3370: 2009 (Part-2)

(For thickness more than or equal to 150 mm, reinforcement shall be provided on both faces)

1.11 Minimum Thickness of Structural Members

The following min. thickness shall be used for different reinforced concrete members irrespective of design thickness.



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Civil Member Width (mm)

Walls for liquid retaining structures 225

Walls of launders 150

Base slab of launders 125

Roof slabs for liquid retaining structures 125

Bottom slabs for liquid retaining structures 225

Floor slabs including roof slabs, walkways canopy slabs 125

Walls of cables/pipe trenches, underground pits etc. 125

Column footings 300

Parapets, chajjas 100

Precast trench cover 75

Beam 230 (width)

300 (depth)

1.12 Spacing of Reinforcement

Minimum distance between two parallel main reinforcement bars shall placed as per relevant Indian Standards (Latest Version).

In locations where reinforcement is congested, grouping of bars by touching one another may be permitted provided the requirements of minimum horizontal distance as specified above are complained with and provided further that development length is adequately increased.

1.13 Material Specification

Footings of building - M25 (Fck -25 N/mm2)

Super structure of Pump house – M25 (Fck – 25 N/mm2)

Super structure for other building – M20 (Fck – 20 N/mm2)

Raft foundation – M30 for water retaining structure (Fck – 30 N/mm2)

Water retaining structure – M 30 (Fck – 30 N/mm2)

PCC for column footings – M15

PCC for wall footings and plinth beams – M15

Reinforcement – Thermo–mechanically treated (TMT) Fe 500 (500N/mm2) confirming to IS 1786-1985.



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1.14 Joints

Movement joints such as expansion joints, complete contraction joints, partial contraction joints and sliding joints shall be provided and designed to suit the structure as per relevant IS specification. However, contraction joints shall be provided at specified locations spaced not more than 7.5 m in both right angle directions for all walls and rafts.

Expansion joints of suitable gap at suitable intervals not more than 30 m shall be provided in all walls, floors and roof slabs of water retaining structures.

Construction joints shall be provided at right angles to the general direction of the member. The locations of construction joints shall be decided on convenience of construction. To avoid segregation of concrete in walls, horizontal construction joints are normally to be provided at every 2-m height. PVC water stops of 150 mm width shall be used for walls and 230 mm width for base slabs.

Expansion joints for non-liquid retaining structures shall be provided as per IS 3414. Expansion joint if required shall be furnished in detail drawings.

1.15 Nominal Striping Time (Based On IS 456)

In normal circumstances, (generally where temperatures are above 20° C) and where ordinary Portland cement is used, forms may generally be removed after expiry of following periods:

Sr. No

Type of Formwork Minimum period before striking formwork

a) Vertical formwork to columns, walls, beams 18-24 hours

b) Soffit formwork to slabs (Props to be re-fixed immediately after removal of formwork)

3 days

c) Soffit formwork to beams (Props to be re-fixed immediately after removal of formwork)

7 days

d) Props to slabs:

Spanning up to 4.5 mt.

Spanning over 4.5 mt.

7 days

14 days

e) Props to beams and arches:

Spanning up to 6 mt.

Spanning over 6 mt.

14 days

21 days

1.16 Curing Of Different Items

Exposed surfaces of concrete shall be kept continuously in a damp or wet condition by poundings or by covering with a layer of sacking, canvas, Hessians or similar material and kept constantly



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wet for at least seven days from the date of placing concrete. The period of curing shall not be less than 14 days for concrete exposed to dry and hot weather conditions.

For, other items the curing shall be done as follows:

a. Brickwork- at least for 21 days b. Plaster work – at least for 14 days c. Sand faced plaster – at least for 14 days d. Tiles or stone flooring and dado – at least for 14 days.

1.17 Special Consideration for Steel Structures

a. Steel Stairs

All steel staircase shall normally clear width (back to back of stringer) of 1000 mm and maximum inclination with horizontal of 35°75’. However, in case of space restriction, minimum clear width up to 750 mm and slope up to 45° may be provided with prior approval. The vertical height between successive landings shall not be exceeded 2.75m. Channels (min. MC150) shall be provided as stair stringers. Treads shall be minimum 250 mm wide made of chequered plate / grating, with suitable nosing, and spaced equally so as to restrict the rise to maximum 150 mm.

b. Steel Ladders

Ladders shall be provided to platforms, walkways, instruments and equipments that do not require frequent access. Ladders shall preferably be vertical and its angle with vertical shall not exceed 5°. Ladders shall be minimum 450 mm clear width with 20 mm dia. MS rungs spaced at 300 mm (maximum)

Ladders of more than 4.5 m height shall be provided with fixed spiral stair case.

c. Platforms and Walkways

All steel platforms above grade shall be constructed with kick plates at edge of platform to prevent tools or materials from falling off. It shall consist of 8 mm thick steel plate projecting

100 mm above the platform surface. Kick plate shall be painted with the same type of coating as the material to which it is attached.

d. Special Consideration for Fly ash Brick

Brick work shall be carried out by using Conventional Fly ash building bricks having crushing strength not less than 50 Kg. /Sqcm



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e. Grouting

Non-shrink flow able grout shall be used for under pinning work below base plate of columns. Non-shrink cum plasticizer admixture shall be added in the grout. For grouting of base of machine foundation high strength ready mixed non-shrink flow able grout shall be used.

Crushing strength of the grout shall generally be one grade higher than the base concrete. Minimum grade of grout shall be M 25.

Nominal thickness of grouting shall be at least 50mm for columns and pedestals of major equipment. For secondary posts, stair and ladder base, etc. grouting shall not be less than 25mm thick.

1.18 Soil Bearing Capacity

The contractor has to access soil bearing capacity as per IS code at construction site at his own cost and design the structures on the base of soil report received after investigation. The soil investigation report has to be submitted to Department for verification.

1.19 Design criteria

i. Velocity: Min & Max velocity considered for the flow of slurry through pipe is taken as

1.44m/sec to 2.6 m/sec

ii. Max Discharge: - Max Discharge is taken 2300 m3/hr when flow from Fly ash and

Bottom ash is to be considered from all the three units

iii. Average Discharge: - Average Discharge is taken 1400 m3/hr when flow from Fly ash

and Bottom ash is to be considered from either of all the three units

iv. Min Discharge: Min discharge is taken 500 m3/hr when flow from Fly ash is to be

considered from only one unit .

v. Pipe Dia : On the Basis of the Max , Avg & Min Discharge and the min velocity through

pipe, the Dia of Pipe NP 350 mm ID of Cast Basalt pipe with MS lining.

vi. Pipe Out fall: considered the RL of 95 m at the pipe outfall.

vii. Ash slurry disposed up to farthest point of dyke

viii. Multi Discharging point: Provide 8 discharging points in old dyke and 3 discharging

point in the New dyke with necessary outlet & erosion protection of dyke bund & bed.

location of discharge point will be decided by GSECL.



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ix. Flow diversion arrangement : Flow diversion arrangement design such a way that ash

slurry flow can be diverted in any pipeline so during the maintenance of any one pipe line,

maximum design flow can be disposed up to any dyke.



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2.1 Material

1. All materials to be used shall conform to the relevant specifications as per the latest version of Indian Standard, unless otherwise stated in the detailed specifications of items of work.

2. Wherever a reference to any Indian Standard appears in the specification, it shall be taken to mean as a reference to the latest version of the standard.

3. Test for material shall be invariably carried out by the contractor, when the same are specified in the specifications. Tests shall also have to be carried out, even though the same are not specifically mentioned in the specifications but in the opinion of the Engineer-In-Charge, the same are required to be carried out.

4. No collection of materials shall be made before it is got approved from the Engineer-In- Charge.

5. Collection of approved materials shall be done at site of work in a systematic manner. Materials shall be stored in such a manner as to prevent deterioration or intrusions of foreign matter and to ensure the preservation of their quality and fitness for the work.

6. Materials, if rejected by the Engineer-in-Charge, shall be immediately removed from the site of work. If they are not removed within Twenty Four hours of receiving such intimation, Engineer-In-Charge may get the same removed at contractor’s cost. The Engineer-In-Charge shall dispose-off such materials in a manner as he chooses and the contractor shall not be entitled to any compensation for the cost of such materials.

7. Approval to the samples of various materials given by the Engineer-In-Charge will not absolve the contractor from the responsibility of replacing the defective material brought on site or materials used in the work found defective at a later date. The contractor shall have no claim to any payment or compensation whatsoever on account of any such materials rejected by the Engineer-In-Charge.

8. The contractor shall be responsible for observing the laws, rules and regulations imposed under the “Mineral Acts” and such other laws and rules prescribed by Government from time to time.

9. All standards, specifications, codes of practices referred to herein shall be the latest version including all applicable official amendments and revisions.

10. The contractor is hereby instructed to note that: a. All the excess excavated stuff (including soil, soft and hard murrum, rock debris,

soft and hard rock etc.) got available from the excavation of all the components like- approach channel, sump, pump house, pipe-line, other crossings, structures, chambers etc.

b. All the materials obtained from dismantling of approaches and other structures etc.

2. Technical Specifications for Civil Works



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Disposal of all the materials mentioned in above (a) and (b) shall be the responsibility and liability of the contractor. The contractor shall have to dispose off the same from the site with all leads without any extra cost/ claim. The contractor shall have to arrange for identification and acquisition of dumping zone/s. All the cost and consequences in this regard shall be borne by the contractor. The contractor have to contact/ approach Mining and Geology Department of Government for disposal of above mentioned materials. All necessary royalty payment shall also be borne by the contractor. The contractor shall have to maintain all records in this regard and any theft of materials shall be the responsibility of contractor.

2.1.1 Water

i. Water shall not be salty or brackish and shall be clean, reasonably clear and free from objectionable quantities of silt and traces of oil and injurious alkalis, salts, organic matter and other deleterious material, which will either weaken the mortar or concrete or cause efflorescence or attack the steel in R.C.C. Container for transport, storage and handling of water shall be clean. Water shall conform to the standards specified in I.S. 456-2000.

ii. If required by the Engineer-in-charge it shall be tested by comparison with distilled water. Comparison shall be made by means of standard cement tests for soundness, time of setting and mortar strength as specified in I.S. 269-1976. Any indication of unsoundness, change in time of setting by 30 minutes or more or decrease of more than 10 percent in strength of mortar prepared with water sample when compared with the results obtained with mortar prepared with distilled water shall be sufficient cause for rejection of water under test.

iii. Water for curing mortar, concrete or masonry should not be too acidic or too alkaline. It shall be free of elements, which significantly affect the hydration reaction or otherwise interfere with the hardening of mortar or concrete during curing or those which produce objectionable stains or other unsightly deposits on concrete or mortar surfaces.

iv. Hard and bitter water shall not be used for curing. v. Potable water shall generally be found suitable for curing mortar or concrete. vi. Permissible Limit for Solids

Tested as per Permissible Limit Max.

Organic IS: 3025 200 mg/lit

Inorganic IS: 3025 3000 mg/lit

Sulphate (as SO3) IS: 3025 400 mg/lit

Chlorides (as CI) IS: 3025 2000 mg/lit for concrete work not containing

embedded steel and 500 mg/lit for pre-stressed

/reinforced concrete work.

Suspended Matter IS: 3025 2000 mg/lit



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2.1.2 Cement

i. Fresh quality cement shall be procured only from approved manufacturer /Supplier and shall be subject to prior approval of the Engineer-in-charge.

1. All cement used for the work shall ordinary Portland cement of 53 grade only. O r d i n a r y Portland Cement shall comply with the requirements of the latest version of IS: 12269.

2. Cement older than 3 months from the manufacturing week shall not be allowed.

ii. Cement shall be brought of approved make as per vendor list.

2.1.3 White Cement

i. The white cement shall conform to I.S. 8042-1978.

2.1.4 Sand

i. Sand shall consist of natural sand, crushed stone sand or crushed gravel sand or combination of any of these. The sand shall be clean, well graded, strong, durable and gritty particles free from injurious amounts of dust, clay, kankar nodules, soft or flaky particles, shale, alkali, salts, organic matter, loam, mica or other deleterious substances and shall be got approved from the Engineer-in-charge. The sand shall not contain more than 3% of silt as determined by field tests. If necessary the sand shall be washed to make it clean.

2.1.4.1 FM of sand used for different work:

FM of sand used for different work

Sr No Type of Work IS Code FM Range

1 For Cement concrete IS 383 zone-I & II 2.11 to 4.0

2 For Masonry IS 2116, Table:1 1.15 to 2.95

3 For plaster IS 1542 1.20 to 2.20

4 For sand bedding below pipe IS 383 zone-I & II 2.11 to 4.00

2.1.5 Stone Grit i. Grit shall be consist of machined crushed stone and shall be hard, strong, tough,

dense, durable, clean, of proper gradation and free from skin or coating likely to prevent proper adhesion of mortar. Grit shall generally be cubical in shape and as far as possible flaky elongated pieces shall be avoided. It shall generally comply with the



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provisions of I.S. 383-1970. Grit shall be obtained from the best black trap. The grit shall have no deleterious reaction with cement.

ii. The grit shall conform to the following gradation as per sieve analysis:

I.S. Sieve Designation

% by weight passing sieve

I.S. Sieve

Designation

% by weight passing sieve

12.50 mm 100 4.75 mm 0 - 20

10.00 mm 85 – 100 2.36 mm 0 - 5

iii. The crushing strength of grit will be such as to allow the concrete in which it is used to build-up the specified strength of concrete.

iv. The necessary tests for grit shall be carried out as per the requirements of I.S. 2386

(Parts I to VIII) 1963, as per instructions of the Engineer-in-charge. The necessity of test will be decided by the Engineering-in-charge.

2.1.6 Cement Mortar

i. Water, Cement & Sand shall conform to specification of respective items specified in this document.

ii. Proportion of Mix: Cement and sand shall be mixed to specified proportions, sand being measured by measuring boxes. The proportion of cement shall be by weight. The mortar may be hand mixed or machine mixed.

iii. Preparation Of Mortar: In hand mixed mortar, cement and sand in the specified proportions shall be thoroughly mixed dry on a clean impervious platform by turning over at least 3 times or more till a homogeneous mixture of uniform colour is obtained. Mixing platform shall be so arranged that no deleterious extraneous material shall get mixed with mortar or mortar shall flow out. While mixing, the water shall be gradually added and thoroughly mixed to form a stiff plastic mass of uniform colour so that each particle of sand shall be completely covered with a film of wet cement. The water cement ratio shall be adopted as directed.

iv. The mortar so prepared shall be used within 30 minutes of adding water. Only such quantity of mortar shall be prepared as can be used within 30 minutes.

2.1.7 Stone Coarse Aggregate for Nominal Mix Concrete

i. Coarse aggregate shall be of machine crushed stone of black trap be hard, strong, dense, durable, clean and free from skin and coating likely to prevent proper adhesion of mortar.

ii. The aggregate shall generally be cubical in shape. Unless special stones of particular quarries are mentioned aggregates shall be machine crushed from the best black trap. Aggregate shall have no deleterious reaction with cement. The size of the coarse aggregate for plain cement concrete and ordinary reinforced cement concrete shall generally be as per the table given below. However, in case of reinforced



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cement concrete the maximum limit may be restricted to 5 mm less than the minimum lateral clear distance between bars or 5 mm less than the cover whichever is smaller.

IS Sieve

Designation

Percentage passing (by weight) for nominal size of

40 mm 20 mm 16 mm 12.5 mm 10 mm

80 mm - - - - -

63 mm 100 - - - -

40 mm 85-100 100 - - -

20 mm 0-20 85-100 100 - -

16 mm - - 85-100 100 -

12.5 mm - - - 85-100 100

10 mm 0-5 0-20 0-30 0-45 85-100

4.75 mm - 0-5 0-5 0-10 0-20

2.36 mm - - - - 0-5

NOTE: This percentage may be varied somewhat by the Engineer-in-charge when considered necessary for obtaining better density and strength of concrete.

iii. The grading test shall be taken in the beginning and at the change of source of materials. The necessary tests indicated in I.S. 383-1970 and I.S. 456-2000 shall have to be carried out to ensure the acceptability. The aggregates shall be stored separately and handled in such a manner as to prevent the intermixing of different aggregates. If the aggregates are covered with dust, they shall be washed with water to make, them clean.

2.1.8 Black Trap Coarse Aggregate

i. Aggregate for Design Mix Concrete: Coarse aggregate shall be of machine crushed stone of black trap and be hard, strong, dense, durable, clean and free from skin and coating likely to prevent proper adhesion of mortar.

ii. The aggregates shall generally be cubical in shape, unless special stones of particular quarries are mentioned, aggregates shall be machine crushed from the best, black trap or equivalent hard stones as approved. Aggregate shall have no deleterious reaction with cement.

iii. The necessary tests indicated in I.S. 383-1970 and I.S. 456-2000 shall have to be carried out to ensure the acceptability of the material.

iv. If aggregate is covered with dust it shall be washed with water to make it clean.

2.1.9 Bricks



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i. The crushing strength of the Fly ash bricks shall not be less than 50 Kg./Sq. Cm. The average water absorption shall not be more than 20% by weight. Necessary tests for crushing strength and water absorption etc. shall be carried out as per I.S. 13757.

2.1.10 Mild Steel Bars i. Mild steel bars reinforcement for R.C.C. work shall conform to IS: 432 (Part-II)-

1966 and shall be of tested quality. It shall also comply with the relevant part of I.S. 456-2000.

ii. All the reinforcement shall be clean and free form dirt, paint, grease, mill scale or loose or thick rust at the time of placing.

iii. The bar shall be measured correct up to 10 mm length and weight as specified below:

mm Kg/Rmt. mm Kg/Rmt.

6 0.22 20 2.47

8 0.395 22 2.98

10 0.62 25 3.85

12 0.89 28 4.83

14 1.21 32 6.31

16 1.58 36 7.99

18 2.0 40 9.86

2.1.11 High strength deformed thermo mechanically treated (TMT) Bars i. High strength deformed Thermo Mechanically Treated (T.M.T.) bars shall be as per

IS: 1786(2008) of grade Fe 500. ii. Other provision and requirements shall conform to specification of Mild Steel Bars. iii. Reinforcing steel shall not be stored directly on the ground. These shall be stored

under cover and shall be protected from rusting, oil grease and distortions as directed by the Engineer in-charge.

iv. No re-rolled material will be accepted. Contractor shall submit the manufacturer’s test certificate along with the gate pass no, lorry no with each truck load consignment.

v. Frequency of tests shall be as per IS 1786, table-5. Steel not conforming the specifications shall be rejected and removed from the site immediately.

vi. Pitted and defective rods shall not be used. All the reinforcement shall be ISI marked.

2.1.12 Corrosion Resistance Steel (HYSD CRS):

CRS HYSD FE500D reinforcing bars shall conform to IS: 1786(2008).

2.1.13 Mild Steel Binding Wire i. The mild steel wire shall be of 1.63 mm or 1.22 mm (16 or 18 gauge) diameter and

shall conform to IS: 280-1972.



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ii. The use of black wire will be permitted for binding reinforcement bars. It shall be free from rust, oil, paint, grease, loose mill scale or any other undesirable coating, which may prevent adhesion of cement mortar.

2.1.14 Fusion Bonded Epoxy Coating Reinforcing Bars

i. Fusion bonded epoxy coating reinforcing bars for RCC work shall conform to IS: 13620 & shall be of tested quality. The thickness of Fusion Bonded Epoxy Coating shall be 200 to 250 microns.

2.1.15 Structural Steel

i. All structural steel shall conform to I.S.226-1965. The steel shall be free from the defects mentioned in I.S. 226-1975 and shall has a smooth finish. The material shall be free from loose mill scale, rust pits or other defects affecting the strength and durability. Rivet bars shall conform to I.S. 1148-1973.

ii. When the steel is supplied by the contractor, test certificates of the manufacturers shall be obtained according to I.S. 226-1975 and other relevant Indian Standards.

2.1.16 Shuttering

i. The shuttering shall be either of wooden planking of 30mm minimum thickness with steel lining or of steel plates stiffened by steel angles. The shuttering shall be supported on battens and beams and props of vertical bellies properly cross braked together so as to make the centring rigid. In places of balli props, bricks pillar of adequate section built in mud mortar may be used.

ii. The form work shall be sufficiently strong and shall have camber, so that it assumes correct shape after deposition of the concrete and shall be able to resist forces caused by vibration of concrete, live load of men working with it and other incidental loads associated with it. The shuttering shall have smooth and even surface and its joints shall not permit leakage of cement grout.

iii. If at any stage of work during or after placing concrete in the structure, the form work sags or bulges out beyond the required shape of the structure, the concrete shall be removed and work redone with fresh concrete and adequately rigid form work. The complete form work shall be got inspected by and approved from the Engineer in-charge, before the reinforcement bars are placed in position.

iv. The props shall consist of bullies having 100mm minimum diameter measured at mid length and 80mm at thin end and shall be placed as per design requirement. These shall rest squarely on wooden sole plates 40 mm thick and minimum bearing area of 0.10sq.m. laid on sufficiently hard base.

v. Double wedges shall further be provided between the sole plate and wooden props so as to facilitate tightening and easing of shuttering without jerking the concrete.

vi. As far as practicable, clamps shall be used to hold the forms together and use of nails and spikes avoided.



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vii. In case of steel shuttering either soap solution or raw linseed oil shall be applied after thoroughly cleaning the surface. Under no circumstances black or burnt oil shall be permitted.

viii. The shuttering for beams and slabs shall have camber of 4mm per meter (1 in 250) or as directed by the Engineer-in-charge so as to offset the subsequent deflection. For cantilevers, the camber at free end shall be 1/50th of the projected length or as directed by the Engineer-in-charge.

2.1.17 Teak Wood

i. The teak wood shall confirming to IS: 4021 as required for the item to be executed. When the kind of wood is not specifically mentioned, good Indian teak wood as approved shall be used.

ii. Teak wood shall generally be free from large, loose, dead or cluster knots, flaws, warps, twists, shakes, bends or any other defects. It shall generally be uniform in substance and of straight fibres as far as possible. It shall be free from rot, decay, harmful fungi and other defects of harmful nature, which will affect the strength, durability or its usefulness for the purpose for which it is required. The colour shall be uniform as far as possible. Any effort like painting, using any adhesive or resinous materials made to hide the defects shall render the pieces liable to rejection by the Engineer-in-charge.

iii. All scantlings, planks etc. shall be sawn in straight lines and planes in the direction of grains and have uniform thickness.

iv. The tolerances in the dimensions shall be allowed at the rate of 1.5 mm per face to be planed.

v. First Class Teak Wood: First class teak wood shall have no individual hard and sound knots, more than 6 sq. cm. in size and the aggregate area of such knots shall not be more than 1% of area of piece. The timber shall be closed grained.

vi. Second Class Teak Wood: No individual hard and sound knots shall be more than 15 sq. cm. in size and aggregate area of such knots shall not exceed 2% of the area of piece.

2.1.18 Rolling Shutters

i. The rolling shutters shall conform to I.S. 6248-1979. Rolling shutters shall be supplied of specified type with accessories. The size of the rolling shutters shall be specified in the drawings. The shutters shall be constructed with interlocking lath sections formed from cold rolled steel strips not less than 0.9mm thick and 80mm wide for shutters up to 3.5m width, not less than 1.25mm thick and 80mm wide for shutters of 3.5m in width and above unless otherwise specified.

ii. Guide channels shall be of mild steel deep channel section and of rolled pressed or built up (fabricated) joint-less construction. The thickness of sheet used shall not be less than 3.15mm.

iii. Hood covers shall be made of M.S. sheets not less than 0.92 mm thick. For shutters having width 3.5m and above, the thickness of M.S. sheet for the hood covers shall be not less than 1.25mm.



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iv. The spring shall be of best quality and shall be manufactured from tested high tensile spring steel wire or strip of adequate strength to balance the shutters in position. The spring pipe shaft etc. shall be supported on strong M.S. or malleable C.I. brackets. The brackets shall be fixed on the or under the lintel as specified with raw plugs and screws bolts etc.

v. The rolling shutters shall be of self-rolling type up to 8sq.m. clear area without ball bearing and up to 12 sq.m. clear area with ball bearing. If the rolling shutters are of larger than gear operated type shutters shall be used.

vi. The locking arrangement shall be provided at the bottom of shutter at both ends. The shutters shall be opened from outside.

vii. The shutters shall be completed with door suspension, shafts, locking arrangements, pulling hooks, handles and other accessories.

2.1.19 Glass All glass shall be of the best quality, free from specks, bubbles, smokes, veins, air holes blisters and other defects. The kind of glass to be used shall be as mentioned in the item or specification or in the special provisions or as shown in detailed drawings. Thickness of glass panes shall be 4 mm. The specifications for different kinds of glass shall be as under;

1. Sheet Glass

In the absence of any specified thickness or weight in the item or detailed specifications of the item of work, sheet glass shall be weighing 7.5 Kg/Sq.m. for panes up to 600 mm x 600 mm.

For panes larger than 600 mm x 600 mm and up to 800 mm x 800 mm glass weighing not less than 8.75 Kg/Sq.m. shall be used. For bigger panes up to 900 mm x 900 mm glass weighing not less than 11.25 Kg/Sq.m. shall be used.

Sheet glass shall be patent flattened glass of best quality and for glassing and framing purposes shall conform to IS:2835-1960. Sheet glass of the specified colours shall be used, if so shown on detailed drawings or so specified. For important buildings and for panes with any dimensions over 900 mm plate glass of specified thickness shall be used.

2. Plate Glass

When plate glass is specified it shall be "Polished Patent Plate Glass" of best quality. It shall have both the surface ground flats and parallel and polished to obtain clear undisturbed vision and reflection. The plate glass shall be of the thickness mentioned in the item or as shown in the detailed drawing or as specified. In the absence of any specified thickness, the thickness of plate glass to be supplied shall be 6 mm and a tolerance of 0.20 mm shall be admissible.



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3. Obscured Glass

This type of glass transmits light so that vision is partially or almost completely obscured. Glass shall be plain rolled, figured, ribbed or fluted, or frosted glass as may be specified as required. The thickness and type of glass shall be as per details on drawings or as specified or as directed.

4. Wired Glass

Glass shall be with wire netting embedded in a sheet of plane glass. Electrically welded 13 mm. Georgian square mesh shall be used. Thickness of glass shall not be less than 6 mm wired glass shall be of type and thickness as specified.

2.1.20 Fixtures & Fastenings

� General i. The fixtures and fastenings that is, butt, hinges, tee and strap hinges, sliding door

bolts, tower bolts, door latch, bath-room latch, handles, door stoppers, casement window fasteners, casement stays and ventilator catch shall be made of the metal as specified in the item or its specifications.

ii. They shall be of Stainless steel or approved by Engineer In-charge. iii. The fixtures shall be heavy, medium or light type. The fixtures and fastenings shall be

smooth finished and shall be such as will ensure ease of operation. iv. The samples of fixtures and fastenings shall be got approved as regards quality and

shape before providing them in position. v. Brass and anodized aluminium fixtures and fastenings shall be bright finished. � Holdfasts

I. Holdfasts shall be made from mild steel flat 30 cm length and one of the holdfasts shall be bent at right angle and two nos. of 6 mm. dia. holes shall be made in it for fixing it to the frame with screws. At the other end, the holdfast shall be forked and bent at right angles in opposite directions.

� Butt Hinges

Railway standard heavy type butt hinges shall be as approved.

Tee and strap hinges shall be manufactured from M.S. sheet. � Sliding Door Bolts (Aldrops)

The aldrops as specified in the item shall be used and shall be got approved. � Tower Bolts (Barrel Type)



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Tower bolts as specified in the item shall be used and shall be got approved. � Door Latch

The size of door latch shall be taken as the length of latch. � Bathroom Latch

Bathroom latch shall be similar to tower bolt. � Handle

The size of the handles shall be determined by the inside grip length of the handles.

Handles shall have a base plate of length 50 mm more than the size of the handle.

� Door Stoppers

Door stoppers shall be either floor door stopper type or door catch type. Floor stopper shall be of overall size as specified and shall have a rubber cushion. � Door Catch

Door catch shall be fixed at a height of about 900 mm. from the floor level such that one part of the catch is fitted on the inside of the shutter and other part is fixed in the wall with necessary wooden plug arrangements for appropriate fixity. The catch shall be fixed 20mm. inside the face of the door for easy operation of catch. � Wooden Door Stop with Hinge

Wooden door stop of size 100 mm x 60 mm x 40 mm shall be fixed on the door frame with a hinge of 75 mm. size and at a height of 900 mm. from the floor level.

The wooden door stop shall be provided with 3 coats of approved oil paint. � Casement Window Fastener

Casement window fastener for single lead window shutter shall be left or right handed as directed. � Casement Stays (Straight Peg Stay)

The stays shall be made from a channel sections having three holes at appropriate positions so that the window can be opened either fully or partially as directed.

Size of the stay shall be 250mm to 300mm as directed.



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� Ventilator Catch

The pattern and shape of the catch shall be as approved.

� Pivot

The base and socket plate shall be made from minimum 3 mm. thick plate, and projected pivot shall not be less than 12 mm. dia. and 12 mm. length and shall be firmly riveted to the base plate case of iron pivot and in single piece base in the case of brass pivot.

2.1.21 Paints

� Oil Paints

Oil paints shall be of the specified colour and shade, and as approved. The ready mixed paints shall only be used.

However, if ready mixed paint or specified shade or tint is not available white ready mixed paint with approved strainer will be allowed. In such a case, the contractor shall ensure that the shade of the paint so allowed shall be uniform.

All the paints shall need with the following general requirements; 1. Paint shall not show excessive setting in a freshly opened full can and shall easily

be re-dispersed with paddle to a smooth homogeneous state. The paint shall show no curdling, livening, caking or colour separation and shall be free from lumps and skins.

2. The paint as received shall brush easily, possess good leveling properties and show no running or sagging tendencies.

3. The paint shall not skin within 48 hours in a three quarters filled closed container. 4. The paint shall dry to a smooth uniform finish free from roughness, grit

unevenness and other imperfections.

Ready mixed paid shall be used exactly as received from the manufacturers and generally according to their instructions and without any admixtures whatsoever. � Enamel Paints

The enamel paint shall satisfy in general requirements as mentioned in specification of oil paints. Enamel paints shall conform to I.S. 2933-1975.

2.1.22 Rough Kota Stone



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i. The Kota stones shall be hard, even, sound and regular in shape and generally uniform in colour conforming to IS 1123. The colour of the stone shall generally be green. Brown coloured stones shall not be allowed for use. They shall be without any soft veins, cracks or flaws.

ii. The size of the stones to be used for flooring shall be size 600 mm x 600 mm and/or size 600mm x 450mm as directed. However, smaller sizes will be allowed to be used to the extent of maintaining the required pattern. Thickness shall be as specified.

iii. Tolerance of minus 30mm on account of chisel dressing of edges shall be permitted for length as well as breadth. Tolerance in thickness shall be plus 3 mm.

iv. The edges of stones shall be truly chiselled and table rubbed with coarse sand before paving. All angles and edges of the stone shall be true, square and free from chipping and the surface shall be true and plain.

v. When machine cut edges are specified, the exposed edges and the edges at joints shall be machine cut. The thickness of the exposed machine cut edges shall be uniform.

2.1.23 Polished Kota Stones

Polish Kota stone shall have the same specifications as per rough kota stone except as mentioned below.

The stone shall have machine polished smooth surface. When brought on site, the stones shall be single polished or double polished depending upon its use. The stones for paving shall generally be single polished. The stones to be used for dedo, skirting, platforms sink, veneering, sills, steps, etc. where machine polishing after the stones are fixed in situ is not possible shall be double polished.

2.1.24 Galvanised Iron Pipes and Fittings

Galvanized iron pipe shall be of the medium duty type and of required diameter and shall comply with IS: 1239-1979. The specified diameter of the pipes shall refer to the inside diameter of the bore. Clamps screw and all galvanized iron fittings shall be of the standard ̀ R' or equivalent make.

2.1.25 Cast Iron Pipes and Fittings

i. All soil, waste, vent and anti-syphonage pipes and fittings shall conform to I.S. 1729-1964. The pipes shall have spigot and socket ends with head on spigot end. The pipes and fittings shall be true to shape, smooth, cylindrical their inner and outer surfaces being as nearly as practicable concentric. They shall be sound and nicely cast and shall be free from cracks, laps, pin holes or other imperfections and shall be neatly dressed and carefully fettled.

ii. The end of pipes and fittings shall be reasonably square to their axis. iii. The sand cast iron pipes shall be of the diameter as specified in the description and

shall be in length of 1.5m, 1.8m & 2.0m including socket ends of the pipe unless



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shorter length are either specified or required at junction etc. The pipes and fittings shall be supplied without ears unless specified or directed otherwise.

iv. Tolerances: The standard weights and thickness of pipes shall be as shown in the table below. A tolerance up to minus 10% may however be allowed against these standard weights.

Sr. No

Nominal Dia of Bore

Overall Thickness(mm)

Weight of pipe excluding bars

1.5 M long 1.8 M long 2 M long

1 75 5.0 12.83 Kg 16.52 Kg. 18.37 Kg.

2 100 5.0 18.14 Kg. 21.67 Kg. 24.15 Kg.

A tolerance up to minus 15% in thickness and 20 mm. in length will be allowed. For fittings tolerance in lengths shall be plus 25 mm. and minus 10 mm.

The thickness of fittings and their socket and spigot dimensions shall conform to the thickness and dimensions specified for the corresponding sizes of straight pipes. The tolerance in weights and thickness shall be the same as for straight pipes.

2.1.26 China mosaic For Water Proofing and Damp Proofing

Flooring over 20 mm to 25 Thick waterproof c.m. (1:3) (by adding "pidi proof Lw" 200 ml. Per 50 kg of Cement bag) using Approved quality glazed Tiles pieces of required Sizes laid in line and level In necessary gradient For easy flow of rain Water from roof of any Height of quarters with Finishing (flush pointing). The top surface of china Mosaic with approved Quality of white cement By adding waterproof Compound. The treatment Is carried along the Vertical surface of the Parapet and other Joining wall up to height Of about 150 to 300mm in a Shape of quarter round Vatah and finishing the Adjoining surface between China mosaic and vertical Surface of the parapet. Contractor should give pond test for 24 hrs. To be carried out on top of slab. Material: The glazedtiles pieces shall be of white color of best quality tiles as approved by authority. The glazing shall be uniform shade. The thickness of tile shall be 6 mm. size of tile piece shall not be more than 50 mm.

2.1.27 Selected Earth

i. The selected earth / material shall be that obtained from excavated material or shall have to be brought from outside as indicated in the item. If item does not indicate anything, the selected earth shall have to be brought from outside.



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ii. The selected earth shall be good yellow soil and shall be got approved from the Engineer in-charge. In no case black cotton soil or similar expansive and shrinkable soil shall be used. It shall be clean and free from all rubbish and perishable materials, stones or brick bats. The clods shall be broken to a size of 50mm or less. Contractor shall make his own arrangements at his own costs for land for borrowing selected earth. The stacking of materials shall be done as directed by the Engineer-in-charge in such a way as not to interfere with any constructional activities and in proper stacks.

iii. When excavated material is to be used, only selected stuff got approved from the Engineer-in-charge shall be used. It shall be stacked separately and shall comply with all the requirements of selected earth mentioned above.

2.1.28 Glazed Stoneware Pipe and Fittings

The pipes and fittings shall be of best quality as approved by the Engineer-in-charge. The pipe shall be of best quality manufactured from stone-ware of fire clay, salt glazed thoroughly burnt through the whole thickness, of a close even texture, free from air blows, fire blisters, cracks and other imperfections, which affect the serviceability. The inner and outer surfaces shall be smooth and perfectly glazed. The pipe shall be capable to withstand pressure of 1.5m head without showing signs of leakage. The thickness of the wall shall not be less than (1/12)th of the internal dia. The depth of socket shall not be less than 38mm. The socket shall be sufficiently large to allow a joint of 6 mm. around the pipe. The pipes shall generally conform to relevant I.S. 651-1980.

2.1.29 Water Stopper

150mm wide 5-6mm thick, PVC ribbed stopper as approved by Engineer-in-charge. The sample of water stopper shall get it approve from Engineer-in-charge before procurement. The same shall got it tested before use.

2.1.30 Hand Railing

Providing and fixing 25mm dia. G.I. pipe (Class-B) railing in three rows 1150 mm high for the openings, platforms, stairs etc. including two coats of approved chlorinated rubber paint etc. complete. Hand railing shall be with 25mm of GI pipe in three rows with 25mm of GI pipe upright at a spacing not more than 1.85m and of 1.15 meter clear height. Hand railing shall be provided all around platforms, Approach Bridge, staircase and walkways.

2.2 Code of Practice

2.2.1 General



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1. The method of the execution of the items shall conform to the relevant specifications as per the latest version of the Indian Standard unless specified otherwise and as far as is applicable.

2. Wherever a reference to any Indian Standard appears in the code, it shall be taken to mean as a reference to the latest version of the Standard.

3. Work Tests shall invariably be got carried out by the Contractor, when the same are specified in this Code. Tests shall also have to be carried out, even though the same may not have been specifically mentioned in the Code, if in the opinion of the Engineer-In- Charge, they are required to be carried out.

4. All moulds, equipments, etc. required of preparing specimens for tests shall be kept in sufficient numbers and in good state, as directed by the Engineer-In-Charge, on the site of work.

5. Specimen for tests shall be, sent to the Laboratory along with the representative of department in time and the results thereof shall be promptly obtained and reported to the Engineer-In-Charge.

6. Satisfactory test results shall not absolve the Contractor from dismantling and re-doing any work revealed to be defective at a later date. The contractor shall have no claim for any payment or compensation whatsoever on account of replacement of such defective work. Contractor shall take all precautions and care during dismantling and re-doing the work to ensure that any other work, so far executed does not get damage or affected.

7. The work shall be carried out in true line and level, and in conformity with the detailed drawings and specified patterns.

8. All work shall be carried out in a workman-like manner and as per the best techniques for the particular item.

9. All tools, templates, equipments etc. for correct execution of the work, as well as for checking lines, levels alignments of the works, during execution shall be kept in sufficient numbers on the site of work.

10. All installations pertaining to water supply and drainage lines fixtures as well as and sanitary fittings shall be deemed to be completed only after giving satisfactory test by the Contractors.

11. Scaffolding shall be provided by the Contractor at his own cost for such of the items for the execution of which is essential. Design of scaffolding and its approval should be obtained from Engineer-in-charge.

2.3 Civil and Building Works

The design criteria for structural design of civil structures shall be as given in this Volume.

2.3.1 Materials in General

The term "materials" shall mean all materials, goods and articles of every kind whether RAW, processed or manufactured and equipment and plant of every kind to be supplied by the Contractor for incorporation in the Works.



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Except as may be otherwise specified for particular parts of the works the provision of clauses in "Materials and Workmanship" shall apply to materials and workmanship for any part of the works.

All materials shall be new and of the kinds and qualities described in the Contract and shall be at least equal to approved samples.

As soon as practicable after receiving the order to commence the Works, the Contractor shall inform Engineer in-Charge of the names of the suppliers from whom he proposes to obtain any materials but he shall not place any order without the approval of Engineer In Charge which may be withheld until samples have been submitted and satisfactorily tested. The Contractor shall thereafter keep Engineer in-Charge informed of orders for and delivery dates of all materials.

Materials shall be transported, handled and stored in such a manner as to prevent deterioration, damage or contamination failing which such damaged materials will be rejected and shall not be used on any part of the Works under this contract.

2.3.2 Samples and Tests of Materials

The Contractor shall submit samples of such materials as may be required by Engineer In Charge and shall carry out the specified tests directed by Engineer In Charge at the Site, at the supplier's premises or at a laboratory approved by Engineer In Charge. Engineer In Charge may appoint separate third party inspection for the material testing to ensure the quality of the work. The Contractor shall replace the defective material as an outcome of these tests.

Samples shall be submitted and tests carried out sufficiently early to enable further samples to be submitted and tested if required by Engineer in-charge.

The Contractor shall give Engineer In Charge seven days' notice in writing of the date on which any of the materials will be ready for testing or inspection at the supplier's premises or at a laboratory approved by Engineer In Charge. Representative of Engineer In Charge may attend the test at the appointed place within Seven days of the said date on which the materials are expected to be ready for testing or inspection according to the Contractor, failing which the test may proceed in his absence unless instructed by Engineer In Charge to carry out such a test on a mutually agreed date in his presence. The Contractor shall in any case submit to Engineer in-Charge’s Representative within Seven days of every test such number of certified copies (minimum six) of the test results as Engineer in-Charge may require.

Approval by Engineer in-Charge as to the placing of orders for materials or as to samples or tests shall not prejudice any of Engineer in-Charge’s powers under the Contract.

The provisions of this clause shall also apply fully to materials supplied under any nominated sub-contract.



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2.3.3 Standards

Materials and workmanship shall comply with the relevant Indian Standards (with amendments) current on the date of submission of the tender.

Where the relevant standard provides for the furnishing of a certificate to Engineer in-Charge, at his request, stating that the materials supplied comply in all respects with the standard, the Contractor shall obtain the certificate and forward it to Engineer In Charge. The specifications, standards and codes listed below are considered to be part of this Bid specification. All standards, specifications, codes of practices referred to herein shall be the latest editions including all applicable official amendments and revisions. In case of description between standard and specification, specification shall govern.

A – Material

IS : 383 Specification for coarse and fine aggregates from natural sources for concrete

IS : 428 Washable Distemper-specification

IS : 432 Specification for mild steel and medium tensile steel bars and hard drawn steel wire for concrete reinforcement (Parts 1 & 2 )

IS : 458 Pre-cast concrete pipes(with and without reinforcement)-Specification

IS : 650 Specification for standard sand for testing of cement

IS : 651 Specification for salt glazed stoneware pipe and fittings

IS : 777

IS : 808

Glazed earthenware tiles

Dimensions for hot rolled steel beam, column, channel and angle sections

IS : 814 Specification for covered electrodes for manual metal arc welding of Carbon and Carbon Manganese steel

IS : 1003 Timber panelled and glazed shutters(Parts 1 & 2)

IS : 1038 Specification for steel doors, windows and ventilators

IS : 1077 Common burnt clay building bricks-Specification

IS : 1398 Specification for packing paper, water proof, bitumen laminated

IS : 1566 Specification for hard drawn steel wire fabric for concrete reinforcement

IS :1580 Specification for bituminous compounds for water proofing and caulking purposes

IS : 1786 Specification for high strength deformed steel bars and wires for concrete reinforcement

IS : 1852 Rolling and cutting tolerances for hot rolled steel products

IS : 1948 Specification for aluminium doors, windows and ventilators



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IS : 1977 Low Tensile structural steels - specification

IS : 2062 steel for general structural purposes - Specification

IS : 2185 Specification for concrete masonry units (Parts 1 & 2)

IS : 2202 Specification for wooden flush door shutters (Parts 1 & 2)

IS : 2645 Specification for integral cement waterproofing compounds for cement mortar and concrete

IS : 2750 Specification for steel scaffoldings

IS : 2835 Flat transparent sheet glass

IS : 3384 Specification for bitumen primer for use in waterproofing and damp roofing

IS : 3502 Steel chequered plates - Specification

IS : 4021 Timber door, window and ventilator frames- Specification

IS : 4350 Specification for concrete porous pipes for under drainage

IS : 4351 Steel door frames- Specification

IS : 4990 Specification for plywood for concrete shuttering work

IS : 9862 Ready mixed paint, brushing, bituminous, black, lead free, acid, alkali, water and chlorine resisting

IS : 10262 Guidelines for concrete mix design proportioning

IS : 12269 Specification for 53 grade ordinary Portland cement

IS : 12330 Specification for sulphate resisting Portland cement

IS : 12709 Specification for Glass fibre reinforced plastics (GRP) pipes, joints and fittings for use for potable water supply

B – Tests

IS : 516 Method of test for strength of concrete

IS : 1182 Recommended practice for radiographic examination of fusion welded butt joints in steel plates

IS : 1199 Methods of sampling and analysis of concrete

IS : 2386 Methods of test for aggregates for concrete(Parts 1 to 8)

IS : 2720 Methods of test for soils (Parts 1 to 41)

IS : 3025 Methods for sampling and test (physical and chemical) for water and wastewater (Parts 1 to 63)

IS : 3495 Method of test for burnt clay building bricks(Parts 1 to 4)

IS : 3613 Acceptance tests for wire flux combination for submerged arc welding

IS : 4020 Door shutters – Methods of Tests (Parts 1 to 16 )

IS : 4031 Methods of physical tests for hydraulic cement (Parts 1 to 15)



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IS : 5807 Method of test for clear finishes for wooden furniture (Parts 1 to 6)

IS : 7318 Approval tests for welders when welding procedure approval is not required (Parts 1 and 2)

C - Codes of Practice

IS :456 Code of practice for plain and reinforced concrete

IS : 783 Code of practice for laying of concrete pipes

IS : 800 Code of practice for general construction in steel

IS : 806 Code of practice for use of steel tubes in general building construction

IS : 816 Code of practice for use of metal arc welding for general construction in mild steel

IS : 817 Code of practice for training and testing of metal arc welders

IS : 875 Code of practice for design loads (other than earthquake) for buildings & structures(Parts 1 to 5)

IS : 1081 Code of practice for fixing and glazing of metal (steel and aluminium)

doors, windows and ventilators

IS : 1172 Code of basic requirements for water supply, drainage and sanitation

IS : 1477 Code of practice for painting of ferrous metals in buildings (Parts 1 & 2)

IS : 1597 Code of practice for construction of stone masonry (Parts 1 &2)

IS : 1742 Code of practice for building drainage

IS : 1893 Criteria for earthquake resistant design of structures

IS : 2065 Code of practice for water supply in buildings

IS : 2212 Code of practice for brickwork

IS : 2338 Code of practice for finishing of wood and wood based materials (Parts 1 & 2)

IS : 2394 Code of practice for application of lime plaster finish

IS : 2395 Code of practice for painting, concrete, masonry and plaster surfaces (Parts1 & 2)

IS : 2470 Code of practice for installation of septic tanks (Parts 1 & 2)

IS : 2502 Code of practice for bending and fixing of bars for concrete reinforcement

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

IS : 2595 Code of practice for radiographic testing

IS : 2751 Code of practice for welding of mild steel plain and deformed bars for reinforced construction

IS : 2974 Code of practice for design and construction of machine foundations (Parts 1 to 4)



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IS : 3114 Code of practice for laying of Cast Iron pipes

IS : 3370 Code of practice for concrete structures for the storage of liquids (Parts 1 to 4)

IS : 3414 Code of practice for design and installation of joints in buildings

IS : 3558 Code of practice for use of immersion vibrators for consolidating concrete

IS : 3658 Code of practice for liquid penetrant flaw detection

IS : 3935 Code of practice for composite construction

IS : 4000 Code of practice for High strength bolts in steel structures

IS : 4014 Code of practice for steel tubular scaffolding (Parts 1 & 2)

IS : 4111 Code of practice for ancillary structures in sewerage system (Parts 1 to 4)

IS : 13920 Ductile detailing of reinforcement concrete structure subjected to seismic forces – code of practice

IS: 4326 Code of practice for Earthquake Resistant Design and Construction of Buildings

IS : 4353 Submerged arc welding of mild steel and low alloy steels - Recommendation

IS : 5329 Code of practice for sanitary pipe work above ground for buildings

IS : 5334 Magnetic particle flaw detection of welds - Code of practice

IS : 5822 Code of practice for laying of welded steel pipes for water supply

IS : 7215 Tolerances for fabrication of steel structures

IS : 9595 Metal welding of carbon and carbon manganese steels - Recommendations

IS : 10005 SI units and recommendations for the use of their multiples and of certain other units

D – Construction Safety

IS : 3696 Safety code for scaffolds and ladder (Parts 1 & 2)

IS : 3764 Safety code for Excavation work

IS : 7205 Safety code for erection of structural steel work

2.3.4 Orientation

The works shall be laid out within the confines of the Site in order to interface to the existing infrastructure of roadways and inlet and outlet pipe work. Underground services requiring to be relocated in order to accommodate the proposed site layout shall, with the approval of Engineer In Charge, be relocated by the Contractor with no extra cost.

Rigid PVC/stainless steel / chromium plated tools shall be used for laying. Trowelling shall be carried out to obtain uniformly the specified thickness of lining.



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Lining shall be allowed to set without disturbance for a minimum period of 24 hours. The facility shall be put to use only after a minimum period of 7 days of laying of the lining.



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The major civil works involvement generally mentioned as here under, but not limited to--- • carry out Excavation in any type of soil strata up to any depth , Backfilling with proper compaction, site cleaning, earthwork, grading, concreting of various grades as per relevant standard specifications, fly ash brick masonry, plastering, flooring, tiling, Doors, Windows, Ventilators, rolling shutter, grills, PVC Water Tank, hand railings, all finishing, painting, water proofing on terrace, sanitary plumbing, adequate water supply, drainage, including, approach road, etc. as per relevant codes of standard specifications , cleaning the site as directed by EIC. • This specification is intended to cover general as well as technical specification required for structural design, soil investigation as per respective seismic zone, Geo-technical investigation for confirming SBC & execution of complete work. The work shall include design of all structural member and construction activities of both underground and above ground civil and structural works and shall include all working drawing, labour, materials, plants, equipment, transportation and all incidental items not shown or specified explicitly but reasonably implied and necessary for proper completion of the work, all in strict compliance with this specification, including the revision and amendments thereto as may be required during the execution of the work.

• The work shall be carried out according to the drawings approved by GSECL/Consultant. Wherever required design/drawing to be developed by the Contractor and approved by the Owner. For all building, structure, foundations, roads, drainage, wherever required necessary details and layout shall be prepared by the Contractor keeping in view the functional requirement and the facilities and providing enough space to user. The drawings and specifications attached herewith do not provide complete description of each and every system but state the minimum functional requirement to carry out the work as whole or certain individual components. • All the quality of works and standards pertaining to field and laboratory testing, excavation, concreting, fabrication, welding and other technical requirements covered under this specification shall strictly conform to the respective technical specifications annexed here to. The specifications are intended for the general description of the work, quality and workmanship. The specifications are not, however, intended to cover the minutest details and the work shall be executed according to the spirit of the specification and in the absence thereof according to the relevant latest Indian Standard Codes. In absence of the later, the work shall be executed according to the local public work department practice or to the instruction of the Owner. The IS Codes to be followed are mentioned in the relevant Technical specification for different items of works. The bidder is expected to get clarified any doubts about the specification etc during pre-bid meeting. The Owner reserves the right to alter/amend any part/criteria of this specification

3. Scope of Civil works



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in the interest of the work without creating any financial implication whatsoever on the part of Owner.

• The scope of work includes all the following works in conformity with approved civil drawings but not limited to the following.

. (A) Geotechnical Investigation (B) Design of all civil structure. (C) Site Preparation including tree cutting/bushes etc. (D) Design and construction for combined ash slurry pump house including pump house, MCC room, Control room , ash slurry sump, battery room, toilet block pump foundation and all other structures which form part of combined ash slurry pump house. Design and Construction of pedestal/thrust block/supporting structures/all crossing structures for laying ash pipe line from pump house to ash dykes including multi discharge outlets at ash Dykes. (E) Water supply (F) Sanitary and Drainage (G) Misc. civil works (H) Approach road, Plinth protection etc.

Geotechnical Investigation The contractor shall carry out the required tests to investigate the Soil Bearing Capacity. The sample is to be tested in Govt. approved laboratory; he should furnish the name/s of laboratories where he proposes to have the test carried out and have them approved by the engineer in charge. The owner shall have the right of access to laboratory where the tests have been arranged, adequate volume of test sample shall have to be collected from site and transported carefully to the approved laboratory. The method and procedure of testing to be followed shall be as per the relevant Indian Standard Codes of Practice. The results of the tests shall be submitted to the Engineer in triplicate duly signed by the laboratory- in-charge. Design Requirements For construction of combined ash slurry pump house including all allied works of pump house and pedestals for laying of pipes the contractor has to design the structure with minimum steel content as per Indian standards code. The contractor has to submit the mix design from Govt. approved laboratory having concrete grade M25 with minimum cement content as per Indian standards code. The Design Should be as per the available strata and respective seismic zone etc



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at the location of the area. Contractor has to submit the soft copy as well as hard copy of all structural and working drawings, design calculation sheet.in four set to GSECL without any extra cost. Site Preparation Area Grading, levelling and dressing to the ground level is to be carried out including tree cutting, bushes, jungle/grass cutting. Demolition of existing facilities/structures/water supply line/drainage line is to be carried out and existing facilities are to be diverted if required without any extra cost. (D) Following civil Drawings are only for reference.

Sr No.

Drawing Details

1 General Arrangement Drawings 2 Pump H. Arrangement Drawings

3 Architectural Drawing of Pump House

4 Typical Thrust Drawing

5 Typical Pedestal Drawing

6 Multi discharge point location drawing for New Dyke

7 Multi discharge point location drawing for Old Dyke

3.1 MAIN CIVIL COMPONENTS OF COMBINED ASH SLURRY PUMP HOUSE

Pump House Room

Designing & Constructing of Pump House, minimum size 18mt x 12 mt with minimum 6 M clear height in R.C.C. frame structure with required excavation, concreting of column, beam, slab, with reinforcement, plastering, painting, floor finishing, scaffolding, steel doors and windows ventilators rolling shutters, Flooring, China mosaic water proofing on roof slab , fabrication works for walk ways ,foundation for all electrical & mechanical equipment’s, with providing and fixing required trash rack arrangement & cable trench etc. complete, plinth protection , rain water pipes as per detailed technical specification & Drawings etc.

M.C.C. room (Ground Floor) Designing & Constructing of MCC Room (Ground Floor) minimum size 9 x 12.50 m with minimum 4 mt clear height in R.C.C. frame structure with required excavation, concreting of column, beam, slab, with reinforcement, plastering, painting, floor



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finishing, scaffolding, steel doors and windows ventilators rolling shutters, Flooring, China mosaic water proofing on roof slab , RCC stair case, fabrication works for walk ways,foundation for all electrical & mechanical equipment’s, with providing and fixing required trash rack arrangement & cable trench etc. complete, plinth protection , rain water pipes as per detailed technical specification & Drawings etc.

CONTROL ROOM : (on First Floor) Designing and Constructing R.C.C. framed structure for control room minimum size 9m x 12.50 m with minimum 4 mt clear height with along PLC - SCADA office room, Battery & Charger with DCDB room including Toilet block with all required amenities with stair arrangement with required excavation, concreting of column, beam, top slab, with reinforcement, plastering, painting, floor finishing with required water supply, sanitary and drainage arrangement, foundation for all electrical & mechanical equipment’s, providing and fixing required trash rack arrangement & cable trench etc, china mosaic water proofing, plinth protection, rain water pipe as per detailed technical specification & Drawings etc

SUMP Designing & Constructing Sump with M-30 Grade concrete RCC frame structure of minimum size of 18m x 9m in four compartment including walk pathway, slab stair case , RCC wall, beam, bottom slab, top slab, with reinforcement scaffolding, plastering, painting, water proofing etc as per detailed technical specification & Drawings etc.

ALL CIVIL WORK FOR FACILITATING OF LAYING PIPE LINE FROM PUMPING STATION TO DYKES

Pedestals:-Designing and Constructing of Pedestals including excavation, concreting, reinforcement, all fabrication work, anchor bolt, anchor strip/rod, etc. completed. The work also includes designing and construction of all road/trench crossings structures as under but not limited to same.

Pipe Crossing Structures : Designing and Constructing of all crossing structure including all activity etc. completed

1) 1 no Cable Trench crossing at Ch 240m near pump house

2) 2 Nos. compound wall crossing

3) 1 No drain crossing

4) 3 Nos road crossing

5) 1 No Canal crossing (Canal crossing bridge already exist but bidder should confirm the strength of existing bridge & available space for laying of new



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pipes however if any strengthening/modification/new construction

required than all cost include it)

Thrust Blocks: Designing and Constructing of Thrust blocks including excavation, concreting, reinforcement, anchor etc. completed.

Multi discharge points on Dyke Bund: Designing and Constructing Multi discharge point on Dyke bund for smooth Ash slurry disposal inside dyke with RCC chamber on bund top and RCC Chute arrangement including excavation , reinforcement, concreting & suitable bed and slope protection etc complete



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4. Detailed Technical Specification

4.1 Excavation Work

Location where work is to be carried out: 1. Minimum excavation depth for ground Beam 0.675 m from OGL. Excavation for pedestal

as per drawing. 2. Minimum excavation depth for sewerage line is 0.6m. 3. Minimum excavation depth for Approach road and Plinth protection is 0.30m from OGL.

The OGL will be considered from lowest point of plot area. The soil strata are having loose/soft soil, hard /dense soil and hard murrum./soft rock and hard rock However contractor is requested to confirm the strata before quoting the offer.

4.1.1 ORDINARY SOIL, SOFT SOIL

Excavation for foundation in trenches in loose or soft in any depth including strutting, shoring wherever necessary & refilling the sides of the trenches with good soil, and throwing away the extra stuff with in all the lead of radius and its dressing etc. complete as directed by E.I.C. Item includes strutting, shoring wherever necessary & refilling the sides of the trenches with good soil, and throwing away the extra stuff with in the lead within colony premises and its dressing etc. complete as directed by E.I.C. General : Any soil which generally yields to the application of pickaxes and shovels, phawaras, rakes or any such ordinary Excavating implement or organic soil, gravel, silt, sand turf loam, clay, peat etc. Fall under this category. Clearing the site: The site on which the structure is to be built shall be cleared and all obstructions, loose stone, materials and rubbish of all kind, bush, wood and trees shall be removed as directed. The materials so obtained shall be property of the Corporation and be conveyed and stacked as directed. The roots of the trees coming in the sides shall be cut and Coated with a hot asphalt. The rate of site clearance is deemed to be included in the rate of earth work for which no extra will be paid. Setting out: After clearing the site, the centrelines and layout of the structure shall be carried out by the contractor and get check by the Engineer-in-charge. The contractor shall be fully responsible for alignment, elevation and dimension of each and all parts. Safeguard the benchmark and all reference line up to requirement or as instruction of EIC. Contractor shall have to arrange for required equipment, tools, tackles, laborers, materials, etc. Required for setting out the line, reference marks and bench marks and shall maintain them as long as required and directed.



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Excavation: The contractor will, at his own expense, clear the Site set out all works and provide all necessary labour, pegs, string etc. to enable Engineer to check all setting out and contractor will correct all error. Foundation trenches must be checked by the Executive Engineer or by the authorized representative before any concrete is placed. The bottom of foundation trenches must be accurately excavated as shown in the drawing and leveled thoroughly, if dry, shall be watered and consolidated before concrete work is started. If was meet with the water, contractor will have to dewater the foundation and provide necessary shoring and shuttering, for which nothing extra will be paid. If differences of levels have to be provided, it shall be done by means of vertical steps unless otherwise directed by the Engineer-in-charge. The excavation for foundation shall be excavated to the depths shown on the drawing or to suit ground or less depth, as the character of the ground soil strata, necessitates ensuring stable and solid foundation and will be as directed by the Engineer-in-charge. The contractor is held responsible that the foundations are excavated as nearly as possible to the correct width and depth as directed by the Engineer-in-charge. If any excess excavation is done owing to mistake on the part of the contractor or his staff, the extra excavation will not be paid for, and this extra excavation will have to be filled up with cement concrete as specified for foundation, at his cost. Under no circumstances the extra depth excavated will be allowed to be filled up, with any other material. Disposal of excavated stuff:. The excavated stuff of the selected type shall be used in filling the trenches and plinth. Useful materials obtained from clearing site and excavation shall be stacked within a lead within colony premises as directed Un useful materials, extra stuff obtained from clearing site and excavation shall be disposed off within a lead as directed. If surplus materials are required to be disposed off. Earth will have to be spread, level the ground to make up the adjacent ground (if necessary) extra stuff removed from the site and disposed off, as directed by the Engineer-in-charge, No extra payment will be made for doing this work. Safety code for excavation I.S. 3764 shall be followed. If excavation is done during rainy season, Contractor shall make pali of earth around excavated area, to see that the excavated pit is not filled up with water. No extra payment will be made for re excavation due to sliding of earth or filled up the pit by water or any reason. Contractor may make allowance in the rate, if he thinks that side slopes will be required, keeping in mind nature of the soil and safety of excavation.

4.1.2 IN HARD/DENSE SOIL Excavation for foundation in trenches in dense or hard soil in any depth including strutting, shoring wherever necessary & refilling the sides of the trenches with good soil, and throwing away the extra stuff with in all the lead of radius and its dressing etc. complete as directed by E.I.C.



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Workmanship: The relevant specification of above item shall be followed except that the excavation shall be carried out for foundation in Hard/dense Soil. The excavation in soft or disintegrated rock shall be carried out by crow bars, pickaxes or pneumatic drills or any other suitable means. If contractor desires to resort to blasting, he can do so with permission of the Engineer-in-charge but nothing extra shall be paid to him. The materials available from soft rock excavation shall be properly stacked and shall be the property of department. The classification of strata of the foundation soil shall be done by the Engineer-in-charge and shall be acceptable to the Contractor. However this shall include the type of rock and boulder which may quarried or split with crow bars. Laterite and conglomerate also come under this category.

4.1.3 IN HARD MURRUM Excavation for foundation in trenches in hard murrum in any depthh including strutting, shoring wherever necessary & refilling the sides of the trenches with good soil, and throwing away the extra stuff with in all the lead of radius and its dressing etc. complete as directed by E.I.C Excavation for foundation in including removing hard murrum the same by chiseling / hammering / by using chemical treatment, sorting out and stacking of useful materials and disposing of the excavated stuff within colony premises as per instruction of engineer-in-charge. (Work shall be done without blasting.) The care shall be taken to see that work shall be carried out without damaging adjoining structures. Workmanship: The relevant specification of above item shall be followed, except that the excavation for foundation work shall be carried out in hard murrum. Excavation is to be carried out in hard rock by hammering chiseling or by pneumatic backer air compressor with care, as the work is to be carried out in residential colony area. Hence blasting will not permitted. Foundation base is to be prepared to place foundation concrete in line and level up to maximum possible limit. If required Anchoring is to be done with grouting hole in rock with reinforcement. Reinforcement. Will be paid in separate item but no extra payment will be made for drilling hole.

4.1.4 SOFT ROCK/HARD ROCK ‘Rock’ means a natural aggregate of mineral crystals which for its excavation would normally require the use of heavy pneumatic/hydraulic breaker and/or cutting equipment or explosives. The term shall exclude any material that can be removed by ordinary excavating machinery and which in any individual mass has a volume not exceeding 1m3 or 0.25m3 where the net width of excavation is less than 2m. Ordinary excavating machinery means a hydraulic back hoe with rated output of 50 KW or less.



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Before classification of material as rock the Contractor shall demonstrate to the satisfaction of the Engineer In-charge his inability to excavate it without resort to heavy percussion tools complete with rock bits, hydraulic wedges or blasting. Excavation by the use of explosive will not normally be permitted. Material shall not be classified as rock unless the Engineer In-charge has agreed to such classification on the basis of such a demonstration before its excavation. Excavations where rock has been encountered and classified as such shall not be backfilled before examination of the excavated faces by the Engineer In-charge to enable the extent of the rock excavation to be determined. Excavation by the Use of Explosives Unless otherwise stated herein, I.S. Specification “IS: 4081 - Safety Code for Blasting and related Drilling Operations” shall be followed. As far as possible all blasting shall be completed prior to commencement of construction. At all stages of excavation, precautions shall be taken to preserve the rock below and beyond the lines specified for the excavation, in the soundest possible condition. The quantity and strength of explosives used shall be such as will neither damage nor crack the rock outside the limits of excavation. All precautions, as directed by Engineer In-charge, shall be taken during the blasting operations and care shall be taken that no damage is caused to adjoining buildings or structures as a result of blasting operations. In case of damage to permanent or temporary structures, Contractor shall repair the same to the satisfaction of Engineer In-charge at his cost. As excavation approaches its final lines and levels, the depth of the charge holes and amount of explosives used shall be progressively and suitably reduced. The use of explosive material shall only be permitted after written permission from the Engineer-in-charge and other competent authorities. For the works to be executed in close proximity of the reservoir, habitants and other important structure, only controlled blasting shall be permitted. The contractor shall have to get approve the detail methodology and blasting operation plan from the engineer-in-charge. The contractor shall obtain a valid Blasting License from the authorities concerned. The contractor shall produce such license whenever demanded by the engineer-in-charge for its verification. No explosive shall be brought near the work in excess of quantity required for a particular amount of firing to be done; and surplus left after filling the holes shall be removed to the magazine. The magazine shall be built as away as possible from the area to be blasted. Engineer In-charge’s prior approval shall be taken for the location proposed for the magazine. The Department shall not take any responsibility whatsoever in connection with the storage of explosives on site or of any accident etc. in connection therewith. All operations of the contractor in which or for which explosives are used shall be at his own risk and upon his sole responsibility. In no case shall blasting be allowed closer than 30 metres to any structure or to locations where concrete has just been placed. In the latter case the concrete must be at least 7 days old. In such case light and control blasting shall be done without disturbing or endanger the stability, safety of formation and public properties near by work and material shall be removed by means of chiseling. For blasting operations, the following points shall be observed.



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Contractor shall employ a competent and experienced supervisor and licensed blaster in-charge of each set of operation, who shall be held personally responsible to ensure that all safety regulations are carried out. Before any blasting is carried out, Contractor shall intimate Engineer In-charge and obtain his approval in writing for resorting to such operations. He shall intimate the hours of firing charges, the nature of explosive to be used and the precautions taken for ensuring safety. Contractor shall ensure that all workmen and the personnel at site are excluded from an area within 200 m radius from the firing point, at least 15 minutes before firing time by sounding warning whistle. The area shall also be given a warning by sounding a distinguishing whistle. The blasting of rock near any existing buildings, equipments or any other property shall be done under cover and Contractor has to make all such necessary muffling arrangements. Covering may preferably be done by MS plates with adequate dead weight over them. Blasting shall be done with small charges only and where directed by Engineer In-charge; a trench shall have to be cut by chiselling prior to the blasting operation, separating the area under blasting from the existing structures. The firing shall be supervised by a Supervisor and not more than 6 (six) holes at a time shall be set off successively. If the blasts do not tally with the number fired, the misfired holes shall be carefully located after half an hour and when located, shall be exploded by drilling a fresh hole along the misfired hole (but not nearer than 600 mm from it) and by exploding a new charge. A wooden tamping rod with a flat end shall be used to push cartridges home and metal rod or hammer shall not be permitted. The charges shall be placed firmly into place and not rammed or pounded. After a hole is filled to the required depth, the balance of the hole shall be filled with stemming which may consist of sand or stone dust or similar inert material. Contractor shall preferably detonate the explosives electrically. The explosives shall be exploded by means of a primer which shall be fired by detonating a fuse instantaneous detonator (F.I.D) or other approved cables. The detonators with F.I.D. shall be connected by special nippers. In dry weather and normal dry excavation, ordinary low explosive gunpowder may be used. In damp rock, high explosive like gelatine with detonator and fuse wire may be used. Underwater or for excavation in rock with substantial accumulated seepage electric detonation shall be used. Holes for charging explosives shall be drilled with pneumatic drills, the drilling pattern being so planned that rock pieces after blasting will be suitable for handling without secondary blasting. When excavation has almost reached the desired level, hand trimming shall have to be done for dressing the surface to the desired level. Any rock excavation beyond an over break limit of 75 mm shall be filled up as instructed by Employer’s Representative, with concrete of strength not less than M10. Stopping in rock excavation shall be done by hand trimming. Contractor shall be responsible for any accident to workmen, public or Employer’s property due to blasting operations. Contractor shall also be responsible for strict



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observation of rules, laid by Inspector of explosives, or any other Authority duly constituted under the State and / or Union Government as applicable at the place of excavation.

4.2 FILLING Filling of available excavated earth Filling in plinth /trenches with available earth in 200mm. thick layers including watering, ramming, consolidating etc., complete as directed by E.I.C. Item includes all leads and lifts. Location where work is to be carried out: The excavated trenches is to be filled by available excavated earth upto G.L if the excavated soil is found OK otherwise the contractor has to bring yellow soil from outside. The earth to be used for filling shall be free from salts, organic or other foreign matter. All clods of earth shall be broken & in layer wise. As soon as the work in foundation has been completed and measured, the site of foundation shall be cleared of all debris, brick bats, mortar dropping etc; and filled with earth in layers not exceeding 20 Cms. Each layer shall be adequately watered, rammed and consolidated before the succeeding layer is laid. The earth shall be rammed with iron rammers where feasible and with the butt ends of crow-bars, where rammer cannot be used. The plinth shall be similarly filled earth in layers not exceeding 20 Cms. Adequately watered and consolidated by ramming with iron or wooden rammers. When filling reaches finished level the surface shall be flooded with water for at least 24 hours and allowed to dry and then rammed and consolidated. The finished level of filling shall be kept to shape intended to be given to floor. In case of large heavy duty flooring like factory flooring the consolidation may be done by power rollers, where so specified. The extent of consolidation required shall also be as specified. The excavated stuff of the selected type shall be allowed to be used in filling the trenches and plinth. Under no circumstances black cotton soil be used for filling the plinth. Filling in plinth /trenches with murrum in 200mm. thick layers including watering, ramming, consolidating etc., complete as directed by E.I.C. Item rate includes all leads and lifts. (YELLOW EARTH SHOULD BE BROUGHT BY CONTRACTOR FROM OUT SIDE) Location where work is to be carried out:

1. Filling in plinth/trenches is to carried out by yellow earth which has to be brought by contractor from outside.



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1.0 Selected earth shall confirm as below. (a) The selected earth shall be that obtained from excavated material or shall have to brought from outside as indicated in the item. If item does not indicate anything, the selected earth shall have to be brought from outside. (b) The selected earth shall be good yellow soil and shall be got approved from the Engineer-in-charge. In no case black cotton soil or similar expansive and shrinkable soil shall be used. It shall be clean and free from all rubbish and perishable materials, stones or brick bats. The clods shall be broken to a size of 50 mm. Or less, Contractor shall make his own arrangement at his own cost for land for borrowing selected earth. The stacking of material shall be done as directed by the Engineer-in-charge in such a way as not to interfere with any constructional activities and in proper stacks. (c) When excavated materials is to be used, only selected stuff got approved from the Engineer-in-charge shall be used. It shall be stacked separately and shall comply with all the requirements of selected earth mentioned above. (d) Soil must be of good quality, free from kankar nodules, soft or flaky particles shale, alkali, salts, and shall be got approved from the Engineer-in-charge and as directed. Murrum shall be clean, of good binding quality, and of approved quality obtained from approved pits. 2.0 Workmanship: The relevant specifications of item No. 04 shall be followed except that the murrum or selected soil shall be filled in foundation and plinth in 20 cms Layers including consolidating, ramming, watering, dressing etc. Complete.

4.3 CEMENT CONCRETE 1:3:6 1CEMENT : 3 COARSE SAND : 6 CRUSHED STONE AGGREGATES 20 MM. NOMINAL SIZE Providing and laying cement concrete 1:3:6 1cement : 3coarse sand : 6 crushed stone aggregates 20 mm. nominal size- (12 to 20 mm- 67% and 5 -10 mm 33%) in Foundation and plinth and curing etc. complete including cost of form work. Location where work is to be carried out:

1. Below the footing base having depth minimum 0.075 m (length and width as per drawing).

2. Below pump foundation and pedestal foundation minimum .075M 3. Below the G.B having depth minimum 0.075 m thick. 4. P.C.C below Plinth protection 0.75 m wide having depth of 0.075 m. 5. Below approach road having 0.15 m depth. 6. Plinth flooring in all buildings having minimum 0.075 m depth. For From work Form work: Providing form work of ordinary timber planking so as to give a rough finish including centering shuttering strutting and propping etc. Height of propping and centering below supporting floor to ceiling not exceeding 4 mtr and removal of the same



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for in site reinforced concrete and plain concrete work in foundations, footing, bases of columns and mass concrete. Materials: (A) Water shall conform as below. Water shall not be salty or brackish and shall be clean, reasonably clear and free from objectionable quantities of silt and traces of oil and injurious alkalies, salts, organic matter and other deleterious material which will either weaken the mortar or concrete or cause efflorescence or attack the steel in R.C.C Container for transport, storage and handling of water shall be clean. Water shall conform to the standards specified I.S 456-1978. If required by Engineer-in-charge it shall be tested by comparison with distilled water. Comparison shall be made by means of standard cement tests for soundness, time of setting and mortar strength as specified in I.S.269-1976. Any indication of unsoundness, change in time of setting by 30 minutes or more or decrease of more than 10 per cent in strength of mortar prepared with water sample when compared with the results obtained with mortar prepared with distilled water shall be sufficient cause for rejection of water under test. Water for curing mortar, concrete or masonry should not be too acidic or too alkaline. It shall be free of elements which significantly affect the hydration reaction or otherwise interfere with the hardening of concrete during curing or those which produce objectionable stains or other unsightly deposits on concrete or mortar surfaces. Hard and bitter water shall not be used for curing. Potable water will be generally found suitable for curing mortar or concrete. (B) Cement shall be 43 grade/53 grade Ordinary Portland Cement or Portland Pozzaona Cement as per relevant IS. (C) Sand shall conform as below. Sand shall be natural sand, clean, well graded, hard strong durable and gritty particle free from injurious amounts of dust clay, kankar nodules, soft or flaky particles shale, alkali, salts organic matter, loam, mica or other deleterious substance and shall be got approved from the Engineer-in-charge. The sand shall not contain more that 8 percent o f silt as determined by field test. If necessary the sand shall be washed to make it clean. Coarse Sand: The fineness modulus of coarse sand shall not be less than 2.5 mm and shall not exceed 3.0 mm. The sieve analysis or coarse shall be as under :


Percentage by weight Passing sieve



4.75 mm. 100 600 Micron 30-100 2.36 mm. 90 to 100 300 Micron 5-70 1.18 mm. 70-100 150 Micron 0-50

Fine Sand: The fineness modulus shall not exceed 1.0 mm. The sieve analysis of fine sand shall be as under:


Percentage by weight


Percentage by weight



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Passing through

Passing through

4.75 mm. 100 600 Micron 40-85 2.36 mm. 100 300 Micron 5-50 1.18 mm. 70-100 150 Micron 0-10

(D) Grit shall conform as below. Grit shall consist of crushed or broken stone and be hard strong, dense, durable, clean, of proper gradation and free from skin or coating likely to prevent adhesion of mortar Grit shall generally be cubical in shape and as far as possible flaky pieces shall be avoided. It shall generally comply with the provisions of I.S. 383-1970. Unless special stone of particular quarries is mentioned, grit shall be obtained from the best black trap or equivalent hard stone as approved by the Engineer-in-charge. The grit shall have no deleterious reaction with cement. The grit shall conform to the following gradation as per sieve analysis:


Percentage Passing Through sieve



12.50 mm. 100 % 4.75 mm. 0-20% 10.00 mm. 85-100% 2.36 mm. 0-25%

The crushing strength of grit will be such as to allow the concrete in which it is used to build up the specified strength of concrete. The necessary tests for grit shall carried out as per the requirements of I.S.2386 (Parts I to VII) 1963, as per instructions of the Engineer-in-charge. The necessity of test will be decided by the Engineer-in-charge. (E) Coarse aggregate shall conform as below. Coarse aggregate shall be machine crushed stone of black trap or equivalent and be hard, strong, dense, durable, clean and free from skin and coating likely to prevent proper adhesion of mortar. The aggregate shall generally be cubical in shape. Unless special stones of particular quarries are mentioned aggregates shall be machine crushed from the best black trap or equivalent hard stone as approved. Aggregate shall have no deleterious reaction with cement. The size of the coarse aggregate for plain cement concrete and ordinary reinforced cement concrete shall generally be as per the table given below, However in case of reinforced cement concrete the maximum limit may be restricted to 6 mm. Less than the minimum lateral clear distance between bars or 6 mm. Less than the cover, whichever is smaller.



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TABLE I.S. Sieve Designation

Percentage passing for single sized aggregates of nominal

size

I.S. Sieve

Designation

Percentage passing for single sized aggregates

of Nominal size

40 mm.

20 mm.

16 mm.

40 mm.

20 mm.

16 mm.

80 mm. -- -- -- 12.5 mm.

-- -- --

63 mm. 100

-- -- 10 mm.

0.5 0.02

0.30

40 mm. 85-100

100 -- 4.75 mm.

-- 0.5 0.5

20 mm. 0-20

85-100

100 mm.

2.35 mm.

-- --

16 mm. -- -- 85-100

Note : This percentage may be varied somewhat by Engineer-in-charge when considered necessary for obtaining better density and strength of concrete. The grading test shall be taken in the beginning and at the change of source of materials. The necessary test indicated in I. S. 383-1970 and I.S. 456-1978 shall have to be carried out to be carried out to ensure the acceptability. The aggregates shall be stored separately and handled in such a manner as to prevent the intermixing of different aggregates. If the aggregates are covered with dust, they shall be washed with water to make them clean. 2.0 Workmanship: 2.1 The form work shall conform to the shape lines and dimensions as shown on the plans and be so constructed as to remain sufficiently rigid during the placing and compacting of the concrete. Adequate arrangements shall be made by the contractor to safe-guard against any settlement of the form work during the course of concreting and after concreting. The form work of shuttering, centering, scaffolding bracing etc. shall be as per design. 2.2 Cleaning & Treatment of forms : 2.2.1 All rubbish, particularly chippings shaving and saw dust shall be removed from the interior of the form before the concrete is placed and the form work in contact with concrete shall be cleaned and thoroughly wetted or treated. The surface shall be then coated with soap solution applied before concreting is done. Soap solution for the



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purpose shall be prepared by dissolving yellow soap in water to get consistency of paint. Alternatively a coat of raw linseed oil or form oil of approved manufacture may be applied in case steel shuttering are used. Soap solution or raw linseed oil shall be applied after thoroughly cleaning the surface. Care shall be taken that the coating does not get on construction joints surface and reinforcement bars. 2.3 Stripping time: 2.3.1 In normal circumstance and where ordinary cement is used forms may be struck after expiry of following periods: Sites of walls columns and vertical faces of beam 24 to 48 hours. Beam soffits. (Props left under) – 7 days. Removal of props slabs. (i) Slabs spanning up to 4.5 m – 7 days (ii) Spanning over 4.5 m – 14 days. Removal of props to beams and Arches. (i) Spanning up to 6 m – 14 days. (ii) Spanning over 6 m – 21 days. 2.4 Procedure when removing the form work: 2.4.1 All form work shall be removed without such shock or vibrations as would damage the reinforced concrete surface. Before the soffit formwork and struts are removed the soffits and the concrete surface shall be exposed where necessary in order to ascertain that the concrete has sufficiently hardened. 2.5 Centering: 2.5.1 The centering to be provided shall be got approved. It shall be sufficiently strong to ensure absolute safely of the formwork and concrete work before during and after pouring concrete. Watch should be kept to see that behavior of centering and formwork is satisfactory during concreting. Erection should also be such that it would allow removal of forms in proper sequence without damaging either the concrete or the forms to be removed. 2.5.2 The props of centering shall be provided on firm foundation or base of sufficient strength to carry the loads without any settlement. 2.5.3 The centering and formwork shall be inspected and approved by the Engineer-in-charge before concreting. But this will not relive the contractor of his responsibility for strength, adequacy and safety of form work and centering. If there is a failure of formwork or centering, contractor shall be responsible for the damages to the work, injury to life and damage to property. 2.6 Scaffolding: 2.6.1 All scaffolding, hoisting arrangements and ladders etc. Required for facilitating of concreting shall be provided and removed on completion work by contractor at his own expense. The scaffolding, hoisting arrangements and ladders etc shall be strong enough to withstand all live, dead and impact loads expected to act and shall be subject to the approval of the Engineer-in-charge. However, contractor shall be solely responsible for the safety of the scaffolding, hoisting arrangement, ladders, work and workman etc. The scaffolding, hoisting arrangement and ladders shall allow easy approach to the work spot and afford easy inspection. The rate is applicable to all conditions of working and height up to 4 mtr. The rate shall include the cost of materials and labor for various operations involved such as :



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(a) Splayed edges, notching, allowance for overlaps and passing at angles, battens centering, shuttering, strutting, propping, Bolting, nailing, wedging, easing, striking and removal. (b) Filleting to form stop chamfered edges or played external angles not exceeding 20 mm. Width to beams, columns and like. Temporary openings in the forms for pouring concrete, if required, removing rubbish etc. (c) Dressing with oil to prevent adhesion of concrete with shuttering and (d) Raking or circular cutting. 2.7 Re-Use: 2.7.1 Before re-use all forms shall be inspected by Engineer-in-charge and their suitability ascertained. The forms shall be scarred, cleaned and joints gone over, repaired where required. Inside surface shall be retreated to prevent adhesion of concrete. Concrete: 2.8 Workmanship: General: Before starting concrete bed of foundation teaches shall be cleared of all loose materials, leveled, watered and rammed as directed. Proportion of Mix: The Proportion of cement, sand and coarse aggregate shall be one part of cement, 3 parts of sand,6 parts of stone aggregates and shall so measured by volume. Mixing: The concrete shall be mixed in a mechanical mixer at the site of work. Hand mixing may however be allowed for smaller quantity of work if approved by the Engineer-in-charge. When hand mixing is permitted by the Engineer-in-charge in case of break-down of machineries and in the interest of the work, it shall be carried out on a water tight platform and care shall be taken to ensure that mixing is continued until the mass in uniform in color and consistency. However in such cases 10% more cement than otherwise required shall have to be used without any extra cost. The mixing in mechanical mixer shall be done for a period 1 to 2 minutes. The quantity of water shall be sufficient to produce a dense concrete of required workability for the purpose. Transporting & Placing the concrete : The concrete shall be handled from the place of mixing to the final position in not more than 15 minutes by the method as Directed and shall be placed into its final position, compacted and finished within 30 minutes of mixing with water i.e. Before the setting commences. The concrete shall be laid in layers of 15 cms. To 20 cms. 2.9 Compacting : 2.5.1 The concrete shall be rammed with heavy iron rammers and rapidly to get the required compaction and to Allow all the interstices to be filled with mortar. 3.0 Curing : 2.6.1 After the final set, the concrete shall be kept continusoly wet, if required by pounding for a period of not less than 7 days from the date of placement.

4.4 CEMENT CONCRETE 1:2:4 (1-CEMENT:2-COARSE SAND:4-M/C CRUSHED BLACK TRAP GRADED STONE AGGREGATES 20 MM NOMINAL SIZE) Providing & laying ordinary cement concrete 1:2:4 (1-cement:2-coarse sand:4-M/c crushed black trap graded stone aggregates 20 mm nominal size) and finishing smooth



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with cement slurry curing etc. complete as directed. Rates are inclusive of the cost of form work. The reinforcement shall be paid separately for R.C.C. Work in foundation/footings/base or column/mass concrete/ grade slab /Road etc. complete. Location where work is to be carried out:

1. In Approach road having depth minimum 0.2 m. 2. Coping at plinth level minimum 0.10m 3. Plinth flooring in all building having 0.10 m depth. 4. In Plinth protection surrounding block 1.0 m wide having 0.10 m depth. For From work Form work: Providing form work of ordinary timber planking so as to give a rough finish including centering shuttering strutting and propping etc. Height of propping and centering below supporting floor to ceiling not exceeding 4 mtr and removal of the same for in site reinforced concrete and plain concrete work in foundations, footing, bases of columns and mass concrete. Materials: (A) Water shall conform as below. Water shall not be salty or brackish and shall be clean, reasonably clear and free from objectionable quantities of silt and traces of oil and injurious alkalies, salts, organic matter and other deleterious material which will either weaken the mortar or concrete or cause efflorescence or attack the steel in R.C.C Container for transport, storage and handling of water shall be clean. Water shall conform to the standards specified I.S 456-1978. If required by Engineer-in-charge it shall be tested by comparison with distilled water. Comparison shall be made by means of standard cement tests for soundness, time of setting and mortar strength as specified in I.S.269-1976. Any indication of unsoundness, change in time of setting by 30 minutes or more or decrease of more than 10 per cent in strength of mortar prepared with water sample when compared with the results obtained with mortar prepared with distilled water shall be sufficient cause for rejection of water under test. Water for curing mortar, concrete or masonry should not be too acidic or too alkaline. It shall be free of elements which significantly affect the hydration reaction or otherwise interfere with the hardening of concrete during curing or those which produce objectionable stains or other unsightly deposits on concrete or mortar surfaces. Hard and bitter water shall not be used for curing. Potable water will be generally found suitable for curing mortar or concrete. (B) Cement shall conform as below. Cement shall be ordinary Portland slag cement as per I.S. 269-1976 or Portland slag cement as per I.S. 455-1976. (C) Sand shall conform as below. Sand shall be natural sand, clean, well graded, hard strong durable and gritty particle free from injurious amounts of dust clay, kankar nodules, soft or flaky particles shale, alkali, salts organic matter, loam, mica or other deleterious substance and shall be got approved from the Engineer-in-charge. The sand shall not contain more that 8 percent of silt as determined by field test. If necessary the sand shall be washed to make it clean.



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Coarse Sand: The fineness modulus of coarse sand shall not be less than 2.5 mm and shall not exceed 3.0 mm. The sieve analysis or coarse shall be as under :





4.75 mm. 100 600 Micron 30-100 2.36 mm. 90 to 100 300 Micron 5-70 1.18 mm. 70-100 150 Micron 0-50

Fine Sand: The fineness modulus shall not exceed 1.0 mm. The sieve analysis of fine sand shall be as under:


Percentage by weight Passing through


Percentage by weight Passing through

4.75 mm. 100 600 Micron 40-85 2.36 mm. 100 300 Micron 5-50 1.18 mm. 70-100 150 Micron 0-10

(D) Grit shall conform as below. Grit shall consist of crushed or broken stone and be hard strong, dense, durable, clean, of proper gradation and free from skin or coating likely to prevent adhesion of mortar Grit shall generally be cubical in shape and as far as possible flaky pieces shall be avoided. It shall generally comply with the provisions of I.S. 383-1970. Unless special stone of particular quarries is mentioned, grit shall be obtained from the best black trap or equivalent hard stone as approved by the Engineer-in-charge. The grit shall have no deleterious reaction with cement. The grit shall conform to the following gradation as per sieve analysis:





12.50 mm. 100 % 4.75 mm. 0-20% 10.00 mm. 85-100% 2.36 mm. 0-25%

The crushing strength of grit will be such as to allow the concrete in which it is used to build up the specified strength of concrete. The necessary tests for grit shall carried out as per the requirements of I.S.2386 (Parts I to VII) 1963, as per instructions of the Engineer-in-charge. The necessity of test will be decided by the Engineer-in-charge. (E) Coarse aggregate shall conform as below. Coarse aggregate shall be machine crushed stone of black trap or equivalent and be hard, strong, dense, durable, clean and free from skin and coating likely to prevent proper adhesion of mortar.



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The aggregate shall generally be cubical in shape. Unless special stones of particular quarries are mentioned aggregates shall be machine crushed from the best black trap or equivalent hard stone as approved. Aggregate shall have no deleterious reaction with cement. The size of the coarse aggregate for plain cement concrete and ordinary reinforced cement concrete shall generally be as per the table given below, However in case of reinforced cement concrete the maximum limit may be restricted to 6 mm. Less than the minimum lateral clear distance between bars or 6 mm. Less than the cover, whichever is smaller.

TABLE I.S. Sieve Designation

Percentage passing for single sized aggregates of nominal

size


Percentage passing for single sized aggregates of Nominal

size 40

mm. 20 mm.

16 mm.

40 mm.

20 mm.

80 mm. -- -- -- 12.5 mm. -- -- 63 mm. 100 -- -- 10 mm. 0.5 0.02 40 mm. 85-

100 100 -- 4.75 mm. -- 0.5

20 mm. 0-20 85-100

100 mm.

2.35 mm. -- --

16 mm. -- -- 85-100

Note :This percentage may be varied somewhat by Engineer-in-charge when considered necessary for obtaining better density and strength of concrete. The grading test shall be taken in the beginning and at the change of source of materials. The necessary test indicated in I. S. 383-1970 and I.S. 456-1978 shall have to be carried out to be carried out to ensure the acceptability. The aggregates shall be stored separately and handled in such a manner as to prevent the intermixing of different aggregates. If the aggregates are covered with dust, they shall be washed with water to make them clean. 2.0 Workmanship: 2.1 The form work shall conform to the shape lines and dimensions as shown on the plans and be so constructed as to remain sufficiently rigid during the placing and compacting of the concrete. Adequate arrangements shall be made by the contractor to safe-guard against any settlement of the form work during the course of concreting and after concreting. The form work of shuttering, centering, scaffolding bracing etc. shall be as per design. 2.2Cleaning & Treatment of forms : 2.2.1 All rubbish, particularly chippings shaving and saw dust shall be removed from the interior of the form before the concrete is placed and the form work in contact with concrete shall be cleaned and thoroughly wetted or treated. The surface shall be then coated with soap solution applied before concreting is done. Soap solution for the purpose shall be prepared by dissolving yellow soap in water to get consistency of paint.



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Alternatively a coat of raw linseed oil or form oil of approved manufacture may be applied in case steel shuttering are used. Soap solution or raw linseed oil shall be applied after thoroughly cleaning the surface. Care shall be taken that the coating does not get on construction joints surface and reinforcement bars. 2.3Stripping time: 2.3.1 In normal circumstance and where ordinary cement is used forms may be struck after expiry of following periods: Sites of walls columns and vertical faces of beam 24 to 48 hours. Beam soffits. (Props left under) – 7 days. Removal of props slabs. (i) Slabs spanning up to 4.5 m – 7 days (ii) Spanning over 4.5 m – 14 days. Removal of props to beams and Arches. (i) Spanning upto 6 m – 14 days. (ii) Spanning over 6 m – 21 days. 2.4Procedure when removing the form work: 2.4.1 All form work shall be removed without such shock or vibrations as would damage the reinforced concrete surface. Before the soffit formwork and struts are removed the soffits and the concrete surface shall be exposed where necessary in order to ascertain that the concrete has sufficiently hardened. 2.5Centering: 2.5.1 The centering to be provided shall be got approved. It shall be sufficiently strong to ensure absolute safely of the formwork and concrete work before during and after pouring concrete. Watch should be kept to see that behavior of centering and formwork is satisfactory during concreting. Erection should also be such that it would allow removal of forms in proper sequence without damaging either the concrete or the forms to be removed. 2.5.2 The props of centering shall be provided on firm foundation or base of sufficient strength to carry the loads without any settlement. 2.5.3 The centering and formwork shall be inspected and approved by the Engineer-in-charge before concreting. But this will not relive the contractor of his responsibility for strength, adequacy and safety of form work and centering. If there is a failure of formwork or centering, contractor shall be responsible for the damages to the work, injury to life and damage to property. 2.6 Scaffolding: 2.6.1 All scaffolding, hoisting arrangements and ladders etc. Required for facilitating of concreting shall be provided and removed on completion work by contractor at his own expense. The scaffolding, hoisting arrangements and ladders etc shall be strong enough to withstand all live, dead and impact loads expected to act and shall be subject to the approval of the Engineer-in-charge. However, contractor shall be solely responsible for the safety of the scaffolding, hoisting arrangement, ladders, work and workman etc. The scaffolding, hoisting arrangement and ladders shall allow easy approach to the work spot and afford easy inspection. The rate is applicable to all conditions of working and height up to 4 mtr. The rate shall include the cost of materials and labor for various operations involved such as : (a) Splayed edges, notching, allowance for overlaps and passing at angles, battens centering, shuttering, strutting, propping, Bolting, nailing, wedging, easing, striking and removal.



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(b) Filleting to form stop chamfered edges or played external angles not exceeding 20 mm. Width to beams, columns and like. Temporary openings in the forms for pouring concrete, if required, removing rubbish etc. (c) Dressing with oil to prevent adhesion of concrete with shuttering and (d) Raking or circular cutting. 2.7 Re-Use: 2.7.1 Before re-use all forms shall be inspected by Engineer-in-charge and their suitability ascertained. The forms shall be scarred, cleaned and joints gone over, repaired where required. Inside surface shall be retreated to prevent adhesion of concrete. Concrete: 2.8 Workmanship: General: Before starting concrete bed of foundation teaches shall be cleared of all loose materials, leveled, watered and rammed as directed. Proportion of Mix: The Proportion of cement, sand and coarse aggregate shall be one part of cement, 2 parts of sand,4 parts of hand broken stone aggregates 40 mm nominal size and shall so measured by volume. Mixing: The concrete shall be mixed in a mechanical mixer at the site of work. Hand mixing may however be allowed for smaller quantity of work if approved by the Engineer-in-charge. When hand mixing is permitted by the Engineer-in-charge in case of break-down of machineries and in the interest of the work, it shall be carried out on a water tight platform and care shall be taken to ensure that mixing is continued until the mass in uniform in color and consistency. However in such cases 10% more cement than otherwise required shall have to be used without any extra cost. The mixing in mechanical mixer shall be done for a period 1 to 2 minutes. The quantity of water shall be sufficient to produce a dense concrete of required workability for the purpose. Transporting & Placing the concrete : The concrete shall be handled from the place of mixing to the final position in not more than 15 minutes by the method as Directed and shall be placed into its final position, compacted and finished within 30 minutes of mixing with water i.e. Before the setting commences. The concrete shall be laid in layers of 15 cms. To 20 cms. 2.9 Compacting : 2.5.1 The concrete shall be rammed with heavy iron rammers and rapidly to get the required compaction and to Allow all the interstices to be filled with mortar. 3.0 Curing : 2.6.1 After the final set, the concrete shall be kept continusoly wet, if required by pounding for a period of not less than 7 days from the date of placement.

4.5 CONTROLLED CEMENT CONCRETE M-25 Providing & laying M - 25 for foundation footing, base of column and mass concrete ,raft like structure, R.C.C. structures like columns, beam, slab, wall , paddadi, stair case ,shelves lintal, Chajja, coping, loft slab etc using 12 to 20 MM size black trap machine crushed metal including mixing in mixture machine necessary shuttering, ramming with vibrators , watering & finishing the honey combed surface if any, scaffolding, etc.



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completed as directed by E.I.C. Item includes cost of all the material and shutteruing ,scaffolding required for the work up to and above floor two level. Location where work is to be carried out:

(1) M25 in footing. (2) M25 concrete in columns up to top terrace slab. (3) M25 in Ground Beam, beams, Slab beams, slab. (4) M25 in lintels above doors, windows, ventilators. (5) M25 in Chhajja above windows. (6) M25 in pedestal foundation. (7) For pump foundation mix design as per consultant approval.

The contractor has to submit the mix design from Govt. approved laboratory having concrete grade M25 with minimum cement content as per codal provision Form Work. : Relevant specification of above item is applicable. Materials: 1.1 Material specification shall be followed as per above item. 2.0 General : 2.1 The relevant specifications of above item, of ordinary concrete shall be followed except that the concrete mix shall be designed from preliminary tests, the proportioning of cement and aggregates shall be done by weight and necessary precautions shall be taken in the production to ensure that the required work cube strength is attained and maintained. The controlled concrete shall be in grades of M-100, M-150, M-200, M-250, M-300, M-350 & M-400 with prefix controlled added to it. The letter ‘M’ refers to mix and numbers specify 28 days works cube compressive strength. Cubes of the mix expressed in Kg./Cmt. 2.2 The proportion of cement sand and coarse aggregates shall be determined by weight, the weight batch machine shall be used for maintaining proper control over the proportion of aggregates as per mix design. Minimum cement consumption for design mix concrete shall be considered as per mix design done by agency or relevant booklet of PWD. The strength requirements of different grades of concrete shall be as under :

Grade of Concrete Compressive strength of 15 cms.x 15 cm 28 days conducted in accordance Preliminary test Work test Min.

Cubes in Kg./Cmt. At with I. S. 516-1959. Min.

M-150 320 150 M-200 375 200 M-250 400 250 M-300 420 300 M-350 450 350 M-400 500 400



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In all cases the 28 days compressive strength specified in above table the criteria for acceptance or rejection of the concrete. Where the strength of a concrete mix as indicated by tests, line in between the strength of any two grades specified in the above table, such concrete shall be classified in for all purpose as concrete belonging to the lower of the two grades between which its strength lies. 1.0 General : 1.1 The water cement ratio shall not more than those specified in Design mix. The cement content of the mix specified shall be increased if the quantity of water in a mix has to be increased to overcome the difficulties of placement and compaction so that the water-cement-ratio specified is not exceeded. 1.2 Workability of the concrete shall be controlled by maintaining a water-cement-ratio that is bound to give a concrete mix which is just sufficiently wet to be placed and compacted without difficulty with the means available. 1.3 For reinforced concrete work, coarse aggregates having a nominal size of 20 mm. Are generally considered satisfactory. 1.4 Admixture may be used in concrete only with approval of Engineer-in-charge upon the evidence that with the passage of time, neither the compressive strength of concrete is reduced nor are other requisite qualities of concrete and steel impaired by the use of such admixtures. 4.0 Workmanship: 4.1 The proportions for ingredients chosen shall be such that concrete has adequate workability for conditions prevailing on the work in question and can be properly compacted with means available except where it can be shown to the satisfaction of the Engineer-in-charge that the supply of properly graded aggregate of uniform quality can be maintained till the completion of work. Grading of aggregate shall be controlled by obtaining the coarse aggregates in different sizes and mixing them in the right proportions as required. Aggregate of different sizes shall be stocked in separate stockpiles. The required quantity of material shall be stock piled several hours, preferably a day before use. The grading of coarse and fine aggregate shall be checked as frequently as possible the frequency for a given job being determined by the Engineer-in-charge to ensure that the suppliers are maintaining the uniform grading as approved for samples used in the preliminary tests. 4.2 In proportioning concrete the quantity of both cement and aggregate shall be determined by weight. Where the weight of cement is determined by accepting the maker’s weight per bag a reasonable number of bags shall be weighted separately to check the net weight. Where cement is weighted from bulk stocks at site and not by bags it shall be weighted separately from the aggregates. Water shall either be measured by volume in calibrated tanks or weighed. All measuring equipments shall be maintained in clean and serviceable condition. Their accuracy shall be periodically checked. 4.3 It is most important to keep the specified water cement ratio constant and at its correct value. To this end moisture content in both fine and coarse aggregates shall be determined by the Engineer-in-charge according to the weather conditions the amount of mixing water shall then be adjusted to compensate for variations in the moisture content. For the determination of moisture content in the aggregates I. S. 2389 (Part-III) shall be



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referred to suitable adjustments shall also be made in the weights of aggregates due to variation in their moisture content. 5.0 Mixing : 5.1 For all work. Concrete shall be mixed in a mechanical mixer which along with other accessories shall be kept in first class working condition and so maintained throughout the construction. Measured quantity of aggregate, sand, cement required for each batch shall be poured into the drum of the mechanical mixer while it is continuously running. After about half a minute of dry mixing, measured quantity of water required for each batch of concrete mix shall be added gradually and mixing continued for another one and a half minute. Mixing shall be continued till materials are uniformly distributed and uniform color of the entire mass is obtained and each individual particle of the coarse aggregate shows complete coating of mortar containing its proportionate amount of cement. In no case shall the mixing be done for less than 2 minutes after all ingredients have been put into the mixer. 5.2 When hand mixing is permitted by the Engineer-in-charge for small jobs or for certain other reasons, it shall be done on the smooth watertight platform large enough to allow efficient turning over the ingredients of concrete before and after adding water. Mixing platform shall be so arranged that no foreign materials get mixed with concrete nor does the mixing water flow out. Cement in required number of bags shall be placed in a uniform layer on top of the measured quantity of fine and coarse aggregate, which shall also be spread in a layer of uniform thickness on the mixing platform. Dry coarse and fine aggregate and cement shall then be mixed thoroughly by turning over to get a mixture to uniform color. Specified quantity of water shall then be added gradually through a rose-can and the mass turned over till a mix of required consistency is obtained. In hand mixing, quantity of cement shall be increased by 10 percent above that specified. 5.2 Mixers which have been out of use for more than 30 minutes shall be thoroughly cleaned before putting in a new batch. Unless otherwise agreed to by the Engineer-in-charge the first batch of concrete from the mixture shall contain only two thirds of normal quantity of coarse aggregate. Mixing plant shall be thoroughly cleaned before changing from one type of cement to another. 6.0 Consistency: 6.1The degree of consistency which shall depend upon the nature of the work and methods of vibration of concrete, shall be determined by regular slumps tests in accordance with I. S. 1199-1959. The slumps of 100 mm. To 125 mm. shall be adopted when vibrators are used and 80 mm. When vibrators are not used. 7.0Inspection : 7.1 Contractor shall give the Engineer-in-charge due notice before placing any concrete in the forms to permit him to inspect and accept the false work and forms as to their strength, alignment, and general fitness but such inspection shall not relive the contractor of his responsibility for the safety of men, machinery, materials and for results obtained. Immediately before concreting, all forms shall be thoroughly cleaned. 7.2 Centering design and its erection shall be got approved from the Engineer-in-charge. One carpenter with helper shall invariably be kept present throughout the period of concreting. Movement of labor and other persons shall be totally prohibited for reinforcement laid in position. For access to different parts, suitable mobile platforms shall



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be provided so that steel reinforcement in position is not disturbed for ensuring proper cover; mortar blocks of suitable size shall be cast and tied to the reinforcement. Timber, kapachi or metal pieces shall not be used for this purpose. 8.0Transporting and laying: 8.1 The method of transporting and placing concrete shall be as approved. Concrete shall be so transported and placed that no contamination, segregation or loss of its constituent material takes place. All formwork shall be cleaned and made free from standing water, dust show or ice immediately before placing of concrete. No concrete shall be placed in any part of the structure until the approval of the Engineer-in-charge has been obtained. 8.2Concerting shall proceed continuously over the area between construction joints. Fresh concrete shall not be placed against concrete which has been in position for more than 30 minutes unless a proper construction joints is formed. Concrete shall be compacted in its final position within 30 minutes of its discharge from the mixer. Except where otherwise agreed to by the Engineer-in-charge concrete shall be deposited shall be deposited in horizontal layers to a compacted depth of not more than 0.45 meter when internal vibrators are used and not exceeding 0.30 meter in all other cases. 8.2 Unless otherwise agreed to by the Engineer-in-charge, concrete shall not be dropped into place from a height exceeding 2 meters. When trucking or chutes are used they shall be kept close and used in such a way as to avoid segregation. When concreting has to be resumed on a surface which has hardened, it shall be roughened, swept clean, thoroughly wetted and covered with a 13 mm. Thick layer of mortar composed of cement and sand in the same ratio as in the concrete mix itself. This 13 mm. Layer of mortar shall be freshly mixed and placed immediately before placing of new concrete. Where concrete has not fully hardened, all laitance shall be removed by scrubbing the wet surface with wire or bristle brushes, care being taken to avoid dislodgement of any particles of coarse aggregate. The surface shall then be thoroughly wetted all free water removed and then coated with neat cement grout. The first layer of concrete to be placed on his surface shall not exceed 150 mm. In thickness and shall be well rammed against old work, particular attention being given to corners and close spots. 8.3 All concrete shall be compacted to produce a dense homogeneous mass with the assistance of vibrators, unless otherwise permitted by the Engineer-in-charge for exceptional cases, such as concreting under water, where vibrators cannot be used. Sufficient vibrators in serviceable condition shall be kept at site so that spare equipment is always available in the event of breakdowns. Concrete shall be judged to be compacted when the mortar fills the spaces between the coarse aggregate and begins to cream up to form an even surface. Compaction shall be completed before the initial setting starts i.e. Within 30 minutes of addition of water to dry mixture. During compaction, it shall be observed that needle vibrators are not applied on reinforcement which is likely to destroy the bond between concrete and reinforcement. 9.0 Curing: Immediately after compaction, concrete shall be protected from weather, including rain, running water, shocks, vibration, traffic, rapid temperature changes, frost and drying out process. It shall be covered with wet sacking, hassain or other similar absorbant material



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approved soon after the initial set and shall be kept continuously wet for a period of not less than 14 days from the date of placement. Masonry work over foundation concrete may be started after 48 hours of its laying but curing of concrete shall be continued for a minimum period of 14 days. 10.0 Sampling and Testing of concrete: 10.1 Samples from fresh concrete shall be taken as per I. S. 1199-1959 and cubes shall be made, cured and tested at 7 days or 28 days as per requirements in accordance with I. S. 516-1959. A random sampling procedure shall be adopted to ensure that each concrete batch shall have a reasonable chance of being tested i.e. The sampling should be spread over the entire period of concreting and cover all mixing units. The minimum frequency of sampling of concrete of each grade shall be in accordance with following :

Quantity of concrete in the work

No. Of samples

Quantity of concrete in the works

No. Of samples

1-5 Cmt. 1 16-30 Cmt. 3 6-15 Cmt. 2 31-50 4

51 cmt and above + one additional for each additional 50 cmt. Or part thereof. NOTE : At least one sample shall be taken from each shift. Ten test specimens shall be

made from each sample, five for testing at 7 days and the remaining five at 28 days. The samples of concrete shall be taken on each day of the concreting as per above frequency. The number of specimens may be suitably increased as deemed necessary by the Engineer-in-charge when procedure of tests given above revels a poor quality of concrete and in other special cases. 10.2 The average strength of the group of cubes case for each day shall not be less than the specified cube strength of 250 kg/Cm2 at 28 days. 20% of the cubes cast for each day may have value less than the specified strength provided the lowest value is not less than 85% of the specified strength. If the concrete made in accordance with the proportions given for a particular grade, does not yield the specified strength, such concrete shall be classified as belonging to the appropriate lower grade. Concrete made in accordance with the proportions given for a particular grade shall not however, be placed in a higher grade on the ground that the test strength are higher than the minimum specified. 11.0Stripping : 11.1 The Engineer-in-charge shall be informed in advanced by the contractor of his intention to strike the form work. While fixing the time for removal of form work due consideration shall be given to local conditions, character of the structure the weather and other condition that influence the setting of concrete and of the materials used in the mix in normal circumstances (generally where temperatures are above 20ºc) and where ordinary concrete is used forms may be struck after expiry of periods specified in item No. 9.1 (A) for respective item of form work. 11.2 All formwork shall be removed without causing any shock or vibration as would damage the concrete. Before the soffits and struts are removed the concrete surface shall be exposed where necessary in order to ascertain that the concrete has sufficiently hardened. Centering shall be gradually and uniformly lowered in such manner as to permit the concrete to take stresses due to its own weight uniformly and gradually.



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Where internal metal ties are permitted they or their removable parts shall be extracted without causing any damage to the concrete and remaining holes filled with mortar. No permanently embedded metal part shall have less than 25 mm. Cover to the finished concrete surface. Where it is intended to re-use the formwork, it shall be cleaned and made good to the satisfaction of the Engineer-in-charge. After removable of form work and shuttering the Executive Engineer shall inspect the work and satisfy by random checks that concrete produced is of good quality. 11.3 Immediately after the removal of forms all exposed bolts etc., passing through the cement concrete member and use for shuttering or any other purpose shall be cut inside the cement concrete members to a depth of at least 25 mm. Below the surface of the concrete and the resulting holes be filled by cement mortar. All fine caused by form joints, all cavities produced by the removal of forms ties and all other holes and depressions honeycomb spots broken edges or corners and other defects shall be thoroughly cleaned, saturated with water and carefully pointed and rendered true with mortar of cement and fine aggregate mixed in the proportion used in the grade of concrete that is being finished and of as dry consistency as is possible to use. Considerable pressure shall be applied in filling and pointing to ensure through filling in all voids. Surfaces which are pointed shall be kept moist for a period of 24 hours. If rock pockets honeycombs in the opinion of the Engineer-in-charge are of such an extent or character as to affect the strength of the structure materially or to endanger the life of the steel reinforcement he may declare the concrete defective and require the removal and replacement of the portions of the structure affected.

4.6 CONTROLLED CEMENT CONCRETE M-30 FOR WATER RETAINING STRUCTURE Providing & laying M - 30 for foundation, footing, base of column and mass concrete for water retaining Structure i.e Sump using 12 to 20 MM size black trap machine crushed metal including mixing in mixture machine necessary shuttering, ramming with vibrators , watering & finishing the honey combed surface if any, scaffolding, etc. completed as directed by E.I.C. Item includes cost of all the material and shuttering ,scaffolding required for the work up to and above floor two level.

RCC water retaining structures shall be designed as per working stress method design as per IS : 3370 also provide the seismic design calculation of RCC Water retaining structures as per IS:1893 (Part – II, Draft Code).

PVC water stops shall be used for construction joint. Location where work is to be carried out: All component of water retaining structure (Sump) The contractor has to submit the mix design from Govt. approved laboratory having concrete grade M25 with minimum cement content as per codal provision



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Form Work. : Relevant specification of above item is applicable. Materials: 1.1 Material specification shall be followed as per above item. 2.0 General : 2.1 The relevant specifications of above item, of ordinary concrete shall be followed except that the concrete mix shall be designed from preliminary tests, the proportioning of cement and aggregates shall be done by weight and necessary precautions shall be taken in the production to ensure that the required work cube strength is attained and maintained. The controlled concrete shall be in grades of M-100, M-150, M-200, M-250, M-300, M-350 & M-400 with prefix controlled added to it. The letter ‘M’ refers to mix and numbers specify 28 days works cube compressive strength. Cubes of the mix expressed in Kg./Cmt. 2.2 The proportion of cement sand and coarse aggregates shall be determined by weight, the weight batch machine shall be used for maintaining proper control over the proportion of aggregates as per mix design. Minimum cement consumption for design mix concrete shall be considered as per mix design done by agency or relevant booklet of PWD. The strength requirements of different grades of concrete shall be as under :

Grade of Concrete Compressive strength of 15 cms.x 15 cm 28 days conducted in accordance Preliminary test Work test Min.

Cubes in Kg./Cmt. At with I. S. 516-1959. Min.

M-150 320 150 M-200 375 200 M-250 400 250 M-300 420 300 M-350 450 350 M-400 500 400

In all cases the 28 days compressive strength specified in above table the criteria for acceptance or rejection of the concrete. Where the strength of a concrete mix as indicated by tests, line in between the strength of any two grades specified in the above table, such concrete shall be classified in for all purpose as concrete belonging to the lower of the two grades between which its strength lies. 1.5 General : 1.6 The water cement ratio shall not more than those specified in Design mix. The cement content of the mix specified shall be increased if the quantity of water in a mix has to be increased to overcome the difficulties of placement and compaction so that the water-cement-ratio specified is not exceeded. 1.7 Workability of the concrete shall be controlled by maintaining a water-cement-ratio that is bound to give a concrete mix which is just sufficiently wet to be placed and compacted without difficulty with the means available.



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1.8 For reinforced concrete work, coarse aggregates having a nominal size of 20 mm. Are generally considered satisfactory. 1.9 Admixture may be used in concrete only with approval of Engineer-in-charge upon the evidence that with the passage of time, neither the compressive strength of concrete is reduced nor are other requisite qualities of concrete and steel impaired by the use of such admixtures. 4.0 Workmanship: 4.1 The proportions for ingredients chosen shall be such that concrete has adequate workability for conditions prevailing on the work in question and can be properly compacted with means available except where it can be shown to the satisfaction of the Engineer-in-charge that the supply of properly graded aggregate of uniform quality can be maintained till the completion of work. Grading of aggregate shall be controlled by obtaining the coarse aggregates in different sizes and mixing them in the right proportions as required. Aggregate of different sizes shall be stocked in separate stockpiles. The required quantity of material shall be stock piled several hours, preferably a day before use. The grading of coarse and fine aggregate shall be checked as frequently as possible the frequency for a given job being determined by the Engineer-in-charge to ensure that the suppliers are maintaining the uniform grading as approved for samples used in the preliminary tests. 4.2 In proportioning concrete the quantity of both cement and aggregate shall be determined by weight. Where the weight of cement is determined by accepting the maker’s weight per bag a reasonable number of bags shall be weighted separately to check the net weight. Where cement is weighted from bulk stocks at site and not by bags it shall be weighted separately from the aggregates. Water shall either be measured by volume in calibrated tanks or weighed. All measuring equipments shall be maintained in clean and serviceable condition. Their accuracy shall be periodically checked. 4.3 It is most important to keep the specified water cement ratio constant and at its correct value. To this end moisture content in both fine and coarse aggregates shall be determined by the Engineer-in-charge according to the weather conditions the amount of mixing water shall then be adjusted to compensate for variations in the moisture content. For the determination of moisture content in the aggregates I. S. 2389 (Part-III) shall be referred to suitable adjustments shall also be made in the weights of aggregates due to variation in their moisture content. 5.0 Mixing : 5.1 For all work. Concrete shall be mixed in a mechanical mixer which along with other accessories shall be kept in first class working condition and so maintained throughout the construction. Measured quantity of aggregate, sand, cement required for each batch shall be poured into the drum of the mechanical mixer while it is continuously running. After about half a minute of dry mixing, measured quantity of water required for each batch of concrete mix shall be added gradually and mixing continued for another one and a half minute. Mixing shall be continued till materials are uniformly distributed and uniform color of the entire mass is obtained and each individual particle of the coarse aggregate shows complete coating of mortar containing its proportionate amount of cement. In no case shall the mixing be done for less than 2 minutes after all ingredients have been put into the mixer.



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5.2 When hand mixing is permitted by the Engineer-in-charge for small jobs or for certain other reasons, it shall be done on the smooth watertight platform large enough to allow efficient turning over the ingredients of concrete before and after adding water. Mixing platform shall be so arranged that no foreign materials get mixed with concrete nor does the mixing water flow out. Cement in required number of bags shall be placed in a uniform layer on top of the measured quantity of fine and coarse aggregate, which shall also be spread in a layer of uniform thickness on the mixing platform. Dry coarse and fine aggregate and cement shall then be mixed thoroughly by turning over to get a mixture to uniform color. Specified quantity of water shall then be added gradually through a rose-can and the mass turned over till a mix of required consistency is obtained. In hand mixing, quantity of cement shall be increased by 10 percent above that specified. 5.3 Mixers which have been out of use for more than 30 minutes shall be thoroughly cleaned before putting in a new batch. Unless otherwise agreed to by the Engineer-in-charge the first batch of concrete from the mixture shall contain only two thirds of normal quantity of coarse aggregate. Mixing plant shall be thoroughly cleaned before changing from one type of cement to another. 7.0 Consistency: 6.1The degree of consistency which shall depend upon the nature of the work and methods of vibration of concrete, shall be determined by regular slumps tests in accordance with I. S. 1199-1959. The slumps of 100 mm. To 125 mm. shall be adopted when vibrators are used and 80 mm. When vibrators are not used. 7.0Inspection : 7.1 Contractor shall give the Engineer-in-charge due notice before placing any concrete in the forms to permit him to inspect and accept the false work and forms as to their strength, alignment, and general fitness but such inspection shall not relive the contractor of his responsibility for the safety of men, machinery, materials and for results obtained. Immediately before concreting, all forms shall be thoroughly cleaned. 7.3 Centering design and its erection shall be got approved from the Engineer-in-charge. One carpenter with helper shall invariably be kept present throughout the period of concreting. Movement of labor and other persons shall be totally prohibited for reinforcement laid in position. For access to different parts, suitable mobile platforms shall be provided so that steel reinforcement in position is not disturbed for ensuring proper cover; mortar blocks of suitable size shall be cast and tied to the reinforcement. Timber, kapachi or metal pieces shall not be used for this purpose. 8.0Transporting and laying: 8.1 The method of transporting and placing concrete shall be as approved. Concrete shall be so transported and placed that no contamination, segregation or loss of its constituent material takes place. All formwork shall be cleaned and made free from standing water, dust show or ice immediately before placing of concrete. No concrete shall be placed in any part of the structure until the approval of the Engineer-in-charge has been obtained. 8.2Concerting shall proceed continuously over the area between construction joints. Fresh concrete shall not be placed against concrete which has been in position for more than 30 minutes unless a proper construction joints is formed. Concrete shall be compacted in its



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final position within 30 minutes of its discharge from the mixer. Except where otherwise agreed to by the Engineer-in-charge concrete shall be deposited shall be deposited in horizontal layers to a compacted depth of not more than 0.45 meter when internal vibrators are used and not exceeding 0.30 meter in all other cases. 8.2 Unless otherwise agreed to by the Engineer-in-charge, concrete shall not be dropped into place from a height exceeding 2 meters. When trucking or chutes are used they shall be kept close and used in such a way as to avoid segregation. When concreting has to be resumed on a surface which has hardened, it shall be roughened, swept clean, thoroughly wetted and covered with a 13 mm. Thick layer of mortar composed of cement and sand in the same ratio as in the concrete mix itself. This 13 mm. Layer of mortar shall be freshly mixed and placed immediately before placing of new concrete. Where concrete has not fully hardened, all laitance shall be removed by scrubbing the wet surface with wire or bristle brushes, care being taken to avoid dislodgement of any particles of coarse aggregate. The surface shall then be thoroughly wetted all free water removed and then coated with neat cement grout. The first layer of concrete to be placed on his surface shall not exceed 150 mm. In thickness and shall be well rammed against old work, particular attention being given to corners and close spots. 8.4 All concrete shall be compacted to produce a dense homogeneous mass with the assistance of vibrators, unless otherwise permitted by the Engineer-in-charge for exceptional cases, such as concreting under water, where vibrators cannot be used. Sufficient vibrators in serviceable condition shall be kept at site so that spare equipment is always available in the event of breakdowns. Concrete shall be judged to be compacted when the mortar fills the spaces between the coarse aggregate and begins to cream up to form an even surface. Compaction shall be completed before the initial setting starts i.e. Within 30 minutes of addition of water to dry mixture. During compaction, it shall be observed that needle vibrators are not applied on reinforcement which is likely to destroy the bond between concrete and reinforcement. 9.0 Curing: Immediately after compaction, concrete shall be protected from weather, including rain, running water, shocks, vibration, traffic, rapid temperature changes, frost and drying out process. It shall be covered with wet sacking, hassain or other similar absorbant material approved soon after the initial set and shall be kept continuously wet for a period of not less than 14 days from the date of placement. Masonry work over foundation concrete may be started after 48 hours of its laying but curing of concrete shall be continued for a minimum period of 14 days. 10.0 Sampling and Testing of concrete: 10.1 Samples from fresh concrete shall be taken as per I. S. 1199-1959 and cubes shall be made, cured and tested at 7 days or 28 days as per requirements in accordance with I. S. 516-1959. A random sampling procedure shall be adopted to ensure that each concrete batch shall have a reasonable chance of being tested i.e. The sampling should be spread over the entire period of concreting and cover all mixing units. The minimum frequency of sampling of concrete of each grade shall be in accordance with following :

Quantity of concrete in the work

No. Of samples

Quantity of concrete in the works

No. Of samples



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1-5 Cmt. 1 16-30 Cmt. 3 6-15 Cmt. 2 31-50 4

51 cmt and above + one additional for each additional 50 cmt. Or part thereof. NOTE : At least one sample shall be taken from each shift. Ten test specimens shall be

made from each sample, five for testing at 7 days and the remaining five at 28 days. The samples of concrete shall be taken on each day of the concreting as per above frequency. The number of specimens may be suitably increased as deemed necessary by the Engineer-in-charge when procedure of tests given above revels a poor quality of concrete and in other special cases. 10.2 The average strength of the group of cubes case for each day shall not be less than the specified cube strength of 250 kg/Cm2 at 28 days. 20% of the cubes cast for each day may have value less than the specified strength provided the lowest value is not less than 85% of the specified strength. If the concrete made in accordance with the proportions given for a particular grade, does not yield the specified strength, such concrete shall be classified as belonging to the appropriate lower grade. Concrete made in accordance with the proportions given for a particular grade shall not however, be placed in a higher grade on the ground that the test strength are higher than the minimum specified. 11.0Stripping : 11.1 The Engineer-in-charge shall be informed in advanced by the contractor of his intention to strike the form work. While fixing the time for removal of form work due consideration shall be given to local conditions, character of the structure the weather and other condition that influence the setting of concrete and of the materials used in the mix in normal circumstances (generally where temperatures are above 20ºc) and where ordinary concrete is used forms may be struck after expiry of periods specified in item No. 9.1 (A) for respective item of form work. 11.4 All formwork shall be removed without causing any shock or vibration as would damage the concrete. Before the soffits and struts are removed the concrete surface shall be exposed where necessary in order to ascertain that the concrete has sufficiently hardened. Centering shall be gradually and uniformly lowered in such manner as to permit the concrete to take stresses due to its own weight uniformly and gradually. Where internal metal ties are permitted they or their removable parts shall be extracted without causing any damage to the concrete and remaining holes filled with mortar. No permanently embedded metal part shall have less than 25 mm. Cover to the finished concrete surface. Where it is intended to re-use the formwork, it shall be cleaned and made good to the satisfaction of the Engineer-in-charge. After removable of form work and shuttering the Executive Engineer shall inspect the work and satisfy by random checks that concrete produced is of good quality. 11.5 Immediately after the removal of forms all exposed bolts etc., passing through the cement concrete member and use for shuttering or any other purpose shall be cut inside the cement concrete members to a depth of at least 25 mm. Below the surface of the concrete and the resulting holes be filled by cement mortar. All fine caused by form joints, all cavities produced by the removal of forms ties and all other holes and depressions honeycomb spots broken edges or corners and other defects shall be thoroughly cleaned, saturated with water and carefully pointed and rendered true with



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mortar of cement and fine aggregate mixed in the proportion used in the grade of concrete that is being finished and of as dry consistency as is possible to use. Considerable pressure shall be applied in filling and pointing to ensure through filling in all voids. Surfaces which are pointed shall be kept moist for a period of 24 hours. If rock pockets honeycombs in the opinion of the Engineer-in-charge are of such an extent or character as to affect the strength of the structure materially or to endanger the life of the steel reinforcement he may declare the concrete defective and require the removal and replacement of the portions of the structure affected.

4.7 REINFORCEMENT TMT BARS FE415 Providing TMT (Thermo mechanically treated) Reinforcement FE -415 Bars as per IS:1786 for R.C.C. Work including bending , binding and placing in position complete as directed. Up to floor two level and above floor level two. Location where work is to be carried out:

1. The reinforcement to be provided in footing, columns, Ground beams, beam, slab, lintels, Chhajja, approach road , plinth protection, plinth flooring, pardi, coping , pump foundation, pedestal foundation & stair case etc. It includes cutting, bending, hooking & binding the reinforcement with approved quality of binding wire etc., completed as per design. (Providing chairs & supports etc., will be paid for under the item). (a) Plain bars/tor steel. The reinforcement to be brought as per approved list. Materials : Cold twisted steel bars (high yield strength steel deformed bars) shall conform to M-19 mild steel binding wires shall conform to M-21.The materials shall be procured & use from the recognized firms as mentioned in list attached with tender copy. PROTECTION OF REINFORCEMENT

Uncoated reinforcing steel shall be protected from rusting or chloride contamination. Reinforcements shall be free from rust, mortar, loose mill scale, grease, oil or paints. This may be ensured either by using reinforcement fresh from the factory or thoroughly cleaning all reinforcement to remove rust using any suitable method such as sand blasting, mechanical wire brushing, etc. as directed by the Engineer. Reinforcements shall be stored on bricks, racks or platforms and above the ground in a clean and dry condition and shall be suitably marked to facilitate inspection and identification. Portions of uncoated reinforcing steel and dowels projecting from concrete shall be protected within one week after initial placing of concrete with a brush coat of neat cement mixed with water to a consistency, of thick paint. This coating shall be removed by lightly tapping with a hammer or other tool not more than one week before placing of the adjacent pour of concrete. Coated reinforcing steel shall be protected against damage to the coating. If the coating on the bars is damaged during transportation or handling and cannot be repaired, the same shall be rejected.



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Workmanship : The work shall consist of furnishing and placing reinforcement to the shape and dimensions shown as on the drawings or as directed by The Engineer in charge. Reinforcing steel shall conform accurate to the dimensions given in the bar bending schedules shown on relevant drawing BENDING OF REINFORCEMENT: Bar bending schedule shall be furnished by the Contractor and got approved by the Engineer before start of work.

Reinforcing steel shall conform to the dimensions and shapes given in the approved bar bending Schedules. Bars shall be bent cold to the specified shape and dimensions or directed by the Engineer using a proper bar bender operated by hand power to obtain the correct radius of bends and shape.

Bars shall not be bent or straightened in a manner that will damage parent material or the coating bars bent during transport or handling shall, be straightened before being used on work and shall not be heated to facilitate straightening. PLACING OF REINFORCEMENT: The reinforcement cage should generally be fabricated in the yard at ground level, and then shifted and placed in position. The reinforcement shall be placed strictly, in accordance with the drawings and shall be assembled in position, only when structure is otherwise ready for placing of concrete. Prolonged time gap, between assembling of reinforcements and casting of concrete, which may result in rust formation on the surface, shall not be permitted.

Reinforcement bars shall be placed accurately in positions shown on the drawings. The bars, crossing one another shall be tied together at every intersection with binding wire (annealed), conforming to IS:280 to make the skeleton of the reinforcement rigid such that the reinforcement does not get displaced during placing of concrete, or any other operation. The diameter of binding wire shall not be less than 1 mm. Bars shall be kept in position usually by the following methods: In case of beam an slab construction, industrially produced polymer cover blocks of thickness equal to the specified cover shall be placed between the bars and formwork subject to Satisfactory evidence that the polymer composition is not harmful to concrete and reinforcement. Cover blocks made of concrete may be permitted by the Engineer, provided they have the same strength and specification as those of the member.

In case of dowels for Columns and walls the vertical reinforcement shall be kept in position by means of timber templates with slots in them accurately, or with cover blocks tied to the reinforcement timber templates shall be removed after the concreting has progressed up to a level just below their location. Layers of reinforcements shall be separated by spacer bars at approximately One meter intervals. The minimum diameter of spacer bars shall be 12 mm or: equal to maximum size of main reinforcement or maximum size of coarse aggregate, whichever is greater. Horizontal reinforcement shall not be, allowed to sag between supports.



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Necessary stays, blocks, metal chairs, spacers, metal hangers supporting wires etc, or other subsidiary, reinforcement shall be provided to fix the reinforcements firmly in its correct position.

Use of pebbles, broken stone, metal pipe, brick, mortar or wooden blocks etc as devices for positioning reinforcement shall not be permitted.

Bars coated with epoxy or any other approved protective coating shall be placed on supports that do not damage the coating. Supports shall be installed in a manner such that planes of weakness are not created in hardened concrete. The coated reinforcing steel shall be held in place by use of plastic or plastic coated binding wires especially manufactured for the purpose.

Placing and fixing of reinforcement shall be inspected and approved by the Engineer before concrete is deposited. Lapping : All reinforcement shall be furnished in full lengths as indicated on the drawing. No splicing of bars, except where shown on the drawing; will be permitted without approval of the Engineer. The lengths of the splice shall be as indicated on drawing or as approved by the Engineer. Where practicable, overlapping bars shall not touch each other, and shall be kept apart by 25 mm or 1 1 1/4 times the maximum size of coarse aggregate, whichever is greater, If this is not feasible, overlapping bars shall be bound with annealed steel binding wire, not less than 1 mm diameter and twisted tight in such a manner as to maintain minimum clear cover to the reinforcement from the concrete surface. Lapped splices shall be staggered or located at points, along the span where stresses are low. Welding : Splicing by welding of reinforcement will be permitted only if detailed on the drawing or approved by the Engineer. Weld shall develop an ultimate strength equal to or greater than that of the bars connected.

While welding may be permitted for T.M.T. reinforcing bars conforming to IS:432, welding of deformed bars conforming to IS: 1786 shall in general be prohibited. Welding may be permitted in case of bars of other than S 240 grade including special. Welding grade of S 415 grade bars conforming to IS:1786, for which necessary chemical analysis has been secured and the carbon equivalent (CE) calculated from the chemical composition using the formula:

CE = C + Mn + Cr + Mg + V + Ni + Cu 6 5 15 is 0.4 or less. The method of welding shall conform to IS:2751 and IS:9417 and to any supplemental specifications to the satisfaction of the Engineer Bars shall be bent cold to the specified shape and dimensions oras directed by Engineer in charge using the proper bender tool, operated by hand or power to attain proper radius of bends. Bars shall not be bend or straightened in a manner that will injure the material. Bars bent during transport or handling shall be straightened before being used in the work. Bars shall not be heated to facilate bending



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Unless otherwise specified a 'U' type hook at the end of each bar shall invariably be provided to main reinforcement. The radius of the bane shall not be less then twice the diameter of the round bar and the length of the straight part of the bar beyond the end of the curve shall be at least four times of the diameter of the round bar. In case of bars which are not round and in case of deformed bars, the diameter shall be taken as the diameter of circle having an equivalent effective area. The hooks shall be suitably encased to prevent any spiting of the concrete All reinforcement bars shall be accurately placed in 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 by using say blocks or metal chairs spacers, metal hangers, supporting wires or other approved devices at sufficiently close intervals, Bars shall not be allowed to sag between supports not displaced during concreting or any other operations of the work All devices used for positioning shall be of not corrodible material wooden and metal supports shall not extended to the surface of the concrete, except where shown in drawings. Placing bars on layers of freshly laid concrete as the work progresses for adjusting bar spacing shall not be allowed. Pieces of broken stone or brick and wooden blocs shall not be used Layers of bars shall be separated by spacer bars pre-cast mortar blocks or other approved devices. Reinforcement after bending placed in position shall be maintained in a clean condition until completely embedded in concrete, Special care shall be exercised to prevent any displacement of reinforcement in concrete already placed. To prevent reinforcement form corrosion, concrete cover shall be provided as indicated on drawings. All bars protruding from concrete and to which other bars are to be sliced and which are likely to be exposed for a period exceeding 10 days shall be protected by a thick coat of neat cement grout Bars crossing each other where required shall be secured by binding wire (annealed) of size not less than 1 mm in such a manner that they do not slip over at the time of fixing and concreting As far possible bars of full length shall be used in case this is not possible, overlapping of bars shall be done as directed by the Engineer in charge When practicable overlapping bars shall not touch each other, but be kept apart by 25 mm Where no feasible overlapping bars shall be bound with annealed wires not less than 1 mm thick twisted tight The overlaps shall be staggered for different bars and located at points along the span where neither sheer not bending moments is maximum. Whenever indicated on drawing or desired the Engineer in charge bars shall be jointed by coupling which shall have a cross section sufficient to transmit the full stresses of bars The end of the bars that are jointed by coupling shall be upset for sufficient length so that the effective cross section at the base of threads is not less than the normal cross section of the bar. Threads shall be standards threads Steel for coupling shall conform to IS 226 When permitted or specified on the drawings joints of reinforcement bars shall butt-welded so as to transmit their full stresses Welded joints shall preferably be located at points when steelwill not be subject to more than 75 percent of the maximum permissible stresses and welds so staggered that at any one section not more than 20 percent of the rods are welded Only electric are welding using a process which excludes air form the molten metal and conforms to any or other special provisions for the work shall be accepted Suitable means shall be provided for holding bars securely in position



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during welding It shall be ensured that no voids are left in welding and when welding is done in two or three stages previous surface shall be cleaned properly Ends of bars shall be cleaned of all loose scale rust stages paint and other foreign matter before welding Only competent welders shall be employed on the work. The M S electrodes used for welding shall conform IS 814 Welded pieces of reinforcement shall be tested. Specimen shall be taken form the actual site and their number shall frequency to test shall be as directed by the Engineer in charge.

4.8 FLY ASH BRICK MASONRY Brick work using common fly ash building bricks having crushing strength not less than 50 Kg/sq. cm FOR Foundation and plinth, SUPER STRUCTURE UP TO FLOOR TWO LEVEL and superstructure above floor level two in cement mortar 1:6 ( 1-cement : 6-fine sand.)Including necessary drip moulding, scaffolding, curing etc. complete as directed. Location where work is to be carried out: 1- Brick work is to be carried from G.B up to P.L. 2- Brick masonry in walls from P.L up to top floor slab. 3- In parapet above terrace slab having 1.0 m height. Brick work shall be carried out by using Conventional Fly ash building bricks having crushing strength not less than 50 Kg. /Sqcm. (A) In foundation and plinth in cement mortar 1:6 (1cement: 6 fine sand) (B) In Super structure up to Floor Two level in cement mortar 1:6 (1cement: 6 fine sand) (C) -Do- as above item but for above two floor, terrace parapet & stair cabin above the same. Materials :Water shall conform to M-1. Cement mortar shall conform to M-11. Bricks shall conform to M-15. fly ash : The relevant specification shall conform M-15 but crushing strength of the bricks shall not be less than 50 Kg./Sq.cm Workmanship: Proportion:The proportion of the cement mortar shall be 1 : 6 (1 cement : 6 fine sand) by volume. Wetting of bricks : 2.2.1 The bricks required for masonry shall be thoroughly wetted with clean water for about two hours before use or as directed. The cessation of bubbles, when the bricks are wetted with water is an indication of through wetting of bricks. Laying : Bricks shall be laid in English bond unless directed otherwise. Half or cut bricks shall not be used except where necessary to complete to bond closers in such case shall be cut to required size and used near the ends of walls. A layer of mortar shall be spread on full width for suitable length of the lower course, Each brick shall first be properly bedded and set home by gently tapping lapping with handle of trowel or wooden mallet. It side face shall be flushed with mortar before the next brick is laid and pressed against it. On completion of course, the vertical joints shall be fully filled from the top with mortar.



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The walls shall be taken up truly in plumb. All courses shall be laid truly horizontal and all vertical joint shall be truly vertical. Vertical joints in alternate course shall generally be directly one over the other. The thickness of brick course shall be kept uniform. The brick shall be laid with frog upwards. A set of tools comprising of wooden straight edges, mason’s sprit level, square half meter rub, and pins, string and plumb, shall be kept on the site of work for frequent checking during the progress of work. Both the faces of walls of thickness greater than 23 cms. Shall be kept in proper place. All the connected brick work shall be kept not more than one meter over the rest of the work. Where this is not possible the work shall be raked back according to bond (and not left toothed) at an angle not steeper than 45 degrees. All fixtures, pipes, outlets of water, hold fasts of doors and windows etc. Which are required to be built in wall shall be embedded in cement mortar. Joints :Bricks shall be so laid that all joints are quite flush with mortar. Thickness of joints shall not exceed 12 mm. The face joints shall be raked out as directed by taking tools daily during the progress of work, when the mortar is still green so as to provide key for plaster or pointing to done. The face of brick shall be cleaned the very day on which the brick work is laid and all mortar dropping removed. Curing :Green work shall be protected from rain suitably. Masonry work shall be kept moist on all the faces for a period of seven days. The top of masonry work shall be kept well wetted at the close of the day. Preparation of foundation bed :If the foundation is to be laid directly on the excavated bed the bed shall be leveled, cleared of all loose materials, cleaned and wetted before starting masonry. If masonry is to be laid on concrete footing the top of concrete shall be cleaned and moistened. The contractor shall obtain the engineer’s approval for the foundation bed, before foundation masonry is started. When puccas flooring is to be provided flush with the top to plinth the inside plinth offset shall be kept lower than the outside plinth top by the thickness of the flooring.

4.9 FLY ASH HALF BRICK MASONRY Half brick masonry in Common Fly ash brick building strength not less than 50 Kg./Sqcm. In cement mortar 1:3 (1cement : 3 coarse sand) with 2 Nos. of 6 mm. Diameter mild steel round bars after every three coarse embedded in cement mortar in super structure above plinth level up to floor two level and above floor level two. Location where work is to be carried out:

1. Half brick masonry to be carried out in partition wall as per approved drawing. The work is to be carried out by using Conventional Fly ash brick building strength not less than 50 Kg./Sqcm. In cement mortar 1:3 (1cement : 3 coarse sand) with 2



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Nos. of 6 mm. Diameter mild steel round bars after every three coarse embedded (a) in cement mortar in super structure from plinth to floor two level. Materials : Bricks shall conform to M-15. Water shall conform to M-1. Cement shall conform to M-3. Sand shall conform to M-6. Cement mortar shall conform to M-11. Cement mortar 1:4 (1 Cement: 4 Coarse sand fly ash: The relevant specification shall conform M-15 but crushing strength of the bricks shall not be less than 50 Kg./Sq.cm) (a) in cement mortar in super structure above plinth level up to floor two level. (b) -Do- as above item for above floor two level. Workmanship: Relevant specifications of bricks, wetting and laying of bricks, joints, curing etc. Shall conform to above item except the brick work of half bricks shall be carried out. Cement mortar used in masonry work shall be in proportion of 1 part of cement and 4 parts of sand by volume. All bricks shall be laid stretcher wise, braking joints with those in the upper and lower courses. The wall shall be taken truly plumb. All courses shall be laid truly horizontal and all vertical joints shall be truly vertical. The bricks shall be laid with frogs upwards. A set of masons tools shall be maintained on work as required for frequent checking .incl In addition 2 Nos. of 6mm dia. bars shall be provided in the wall at every fourth layer. For which no extra payment will be made Bars shall be cut, bend as per item of M.S. reinforcement bars.

4.10 15 MM THICK INSIDE PLASTER Providing 15 mm thick cement plaster in single coat on brick /concrete walls for interior plastering up to floor two level and finished even and smooth with a neat cenent / lime magia slurry in cement mortar 1:3 ( 1-cement : 3- fine sand) as directed. Item includes required scaffolding , curing etc. complete as directed at all the height including making all necessary arrangement for working. up to floor two level and above floor two level. Location where work is to be carried out:

1. 15 mm thick plaster is to be carried in inside region i.e in inside walls 2. All interior regions which is not mentioned in above points shall be carried out as per the

directive of EIC. 1.0. Materials: 1.1. Water M-1. The cement mortar proportion 1:3 shall conform to M-13. 2.1 Scaffolding: Wooden ballics, bamboos, planks, treadles and other scaffolding shall be sound. These shall be properly examined before erection and use. Stage scaffolding shall be provided for ceiling plaster which shall be independent of the walls. 2.2. Preparation of back-ground:



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The surface shall be cleaned of all dust, loose mortar droppings, traces of algae, efflorescence and other foreign matter by water or by brushing. Smooth surface shall be roughened by wire brushing if it is not hard and by racking if it is hard. In case of concrete surface, if a chemical retarder has been applied to the form work, the surface shall be roughened by wire brushing and all the resulting dust and loose particles cleaned off and care shall be taken that none of the retarders is left on the surface. Trimming of projections on brick/concrete surface where necessary shall be carried out to get an even surface. Racking of joints in case of masonry where necessary shall be allowed to dry out for sufficient period before carrying out the plaster work. The work shall not be soaked but only damped evenly before applying the plaster. If the surface becomes dry such area shall be moistened again. For external plaster, the plastering operation shall be started from top floor and carried downwards. For internal plaster, the plastering operations may be started whenever the building frame and cladding work are ready and the temporary supporting ceiling resting on the wall of the floor have been removed. Ceiling plaster shall be completed before starting plaster to walls. 2.3. Applications of plaster: The plaster about 15 x 15 cms. Shall be first applied horizontally and vertically at not more than 2 metres intervals over the entire surface to serve as gauge. The surfaces of these gauges shall be truly inplane of the finished plastered surface. The mortar shall then be applied in uniform surface slightly more than the specified thickness, then brought to a true surface by working a wooden straight edge reaching across the gauges with small upward and sideways movement at a time. Finally, the surface shall be finished off true with a trowel or wooden float according as a smooth or a sandy granular texture is required. Excessive trowelling or overworking the float shall be avoided. All corners, arrises, angles and junctions be truly vertical or horizontal as the case may be and shall be carefully finished. Rounding or chamfering corners, arrises junctions etc. shall be carried out with proper templates to the size required. Cement plaster shall be used within half an hour after addition of water. Any mortar or plaster which is partially set shall be rejected and removed forthwith from the size. In suspending the work at the end of the day, the plaster shall be left out clean to the line both horizontally and vertically. When recommending the plaster, the edges of the old work shall be scraped clean and wetted with cement putty before plaster is applied to the adjacent areas to enable the two to properly join together. Plastering work shall be closed at the end of the day on the body of the wall and nearer than 15 cm. To any corners or arrises. Horizontal joints in plaster work shall not also occur on parapet tops and copings as these invariably load to leakage. No portion of the surface shall be left out initially to be packed up later on. Each coat shall be kept damp continuously till the next coat is applied or for a minimum period of 7 days. Moistening shall commence as soon as plaster is hardened sufficiently. Soaking of walls shall be avoided and only as much water as can be readily absorbed shall be used, excessive evaporation on the sunny or windward side of building in hot air or dry weather shall be prevented by handing mattings or gunny bags on the outside of the plaster and keeping them wet.



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4.11 10 MM THICK PLASTER

Providing 10 mm thick cement plaster in single coat on concrete slabs/ceiling /soffits for interior plastering at all floor level and finished even and smooth with a neat cement / lime magia slurry in cement morter 1:3( 1-cement : 3- fine sand) as directed. Item includes required scaffolding , curing etc. complete as directed at all the height including making all necessary arrangement for working. Up to floor two level and above floor level two. Location where work is to be carried out:

(1) 10 mm thick plaster is to be carried out in the ceilings of slab. (2) 10 mm thick plaster is to be carried out in the ceilings of beams. (3) Any ceiling which may have not mentioned in the above points are also to be

covered as directed by EIC. 1.0. Materials: 1.1. Water M-1. The cement mortar proportion 1:3 shall conform to M-13. 2.1 Scaffolding: Wooden ballics, bamboos, planks, treadles and other scaffolding shall be sound. These shall be properly examined before erection and use. Stage scaffolding shall be provided for ceiling plaster which shall be independent of the walls. 2.2. Preparation of back-ground: The surface shall be cleaned of all dust, loose mortar droppings, traces of algae, efflorescence and other foreign matter by water or by brushing. Smooth surface shall be roughened by wire brushing if it is not hard and by racking if it is hard. In case of concrete surface, if a chemical retarder has been applied to the form work, the surface shall be roughened by wire brushing and all the resulting dust and loose particles cleaned off and care shall be taken that none of the retarders is left on the surface. Trimming of projections on brick/concrete surface where necessary shall be carried out to get an even surface. Racking of joints in case of masonry where necessary shall be allowed to dry out for sufficient period before carrying out the plaster work. The work shall not be soaked but only damped evenly before applying the plaster. If the surface becomes dry such area shall be moistened again. For external plaster, the plastering operation shall be started from top floor and carried downwards. For internal plaster, the plastering operations may be started whenever the building frame and cladding work are ready and the temporary supporting ceiling resting on the wall of the floor have been removed. Ceiling plaster shall be completed before starting plaster to walls. 2.3. Applications of plaster: The plaster about 15 x 15 cms. Shall be first applied horizontally and vertically at not more than 2 metres intervals over the entire surface to serve as gauge. The surfaces of these gauges shall be truly inplane of the finished plastered surface. The mortar shall then be applied in uniform surface slightly more than the specified thickness, then



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brought to a true surface by working a wooden straight edge reaching across the gauges with small upward and sideways movement at a time. Finally, the surface shall be finished off true with a trowel or wooden float according as a smooth or a sandy granular texture is required. Excessive trowelling or overworking the float shall be avoided. All corners, arrises, angles and junctions be truly vertical or horizontal as the case may be and shall be carefully finished. Rounding or chamfering corners, arrises junctions etc. shall be carried out with proper templates to the size required. Cement plaster shall be used within half an hour after addition of water. Any mortar or plaster which is partially set shall be rejected and removed forthwith from the size. In suspending the work at the end of the day, the plaster shall be left out clean to the line both horizontally and vertically. When recommending the plaster, the edges of the old work shall be scraped clean and wetted with cement putty before plaster is applied to the adjacent areas to enable the two to properly join together. Plastering work shall be closed at the end of the day on the body of the wall and nearer than 15 cm. To any corners or arrises. Horizontal joints in plaster work shall not also occur on parapet tops and copings as these invariably load to leakage. No portion of the surface shall be left out initially to be packed up later on. Each coat shall be kept damp continuously till the next coat is applied or for a minimum period of 7 days. Moistening shall commence as soon as plaster is hardened sufficiently. Soaking of walls shall be avoided and only as much water as can be readily absorbed shall be used, excessive evaporation on the sunny or windward side of building in hot air or dry weather shall be prevented by handing mattings or gunny bags on the outside of the plaster and keeping them wet. The rate shall be for unit of one sq. meter. The Technical specifications of above shall applicable except plaster work shall be done in super structure for above floor two levels.

4.12 SAND FACED 20 MM THICK PLASTER 20 mm thick sand faced cement plaster on walls up to any height abopve Ground level consisting of 12 mm thick backing coat of C.M 1:3( 1-cement : 3- fine sand)and 8.0 mm thick finishing coat of C.M 1:1(1 cement : 1 fine sand). item includes required scaffolding , curing etc. complete as directed at all the height including making all necessary arrangement for working. Location where work is to be carried out:

(1) 20 mm thick sand faced outside plaster in wall up to top floor . (2) Parapet wall inside and outside and top side of wall.

The sand faced plaster is to applied on the outer face of wall. The plaster is to be carried out on walls upto height 15 meters above ground level consisting of 12 mm. Thick backing coat of c.m. 1:3 (1 cement : 3 sand) and 8 mm. Thick finishing coat of c.m. 1:1 (1 cement : 1 sand) etc. complete up to any height.



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Materials : 1.1. Water shall conform to M-12. Cement mortar shall conform to M-11. Workmanship :The work shall be carried out in two coats. The backing coat (base coat) shall be 12 mm. Thick in C.M. 1:3. The relevant specifications of above item shall be followed except that the thickness of back coat shall be 12 mm. Average. Before the first coat hardens its surface shall be beaten up by edges of wooden tappers and close dents shall be made on the surface. The subsequent coat shall be applied after this coat has been allowed to set for 3 to 5 days depending upon the weather conditions. The surface shall not be allowed to dry during this period. The second coat shall be completed to 8 mm. Thickness in C.M. 1:1 as described above, including raising sand facing by bushing. The sample of sand face shall be got approved before the work is started. The whole work shall be carried out uniformly as per sample approved. Curing : The curing shall be started overnight after finishing of plaster. The plaster shall be kept wet for a period of 7 days. During this period, it shall be protected from all damages.

4.13 PAINTING WORKS FIRST QUALITY INTERIOR PRIMER Providing and applying one coat of water based cement interior primer of 1ST quality approved brand and make as mentioned below on surface safter thoroughly brushing the surface free from mortar droppings and other foreign matter. Item includes making the surface even and smooth by sand papers/ brush /cloth etc. Rates are inclusive of all the material and labourers and scaffolding work, cleaning of the floors etc. required for the work. -coverage capacity=23.80 Sqm/lit/coat Location where work is to be carried out:

(1) Interior primer is to be applied to all the interior plastered surface including the ceiling.

Providing and applying 1ST quality one coat of water based cement interior primer of approved brand and make as mentioned below on surfaces after thoroughly brushing the surface free from mortar droppings and other foreign matter. Item includes making the surface even and smooth by sand papers/ brush /cloth etc. Materials: 1.1. Make should be as per given below. The Specifications and procedures of manufacturer shall be strictly followed & the washable interior emulsion Primer shall be of required color and the same shall conform to I.S.

Make: 1. Asian Paint : Decoprime Cement Primer 2. Nerolac Paint : Nerolac Cement Primer 3. ICI Dulux (Akzo Nobel) : Lite Master primer



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4. Berger Paint : BP Cement Primer 5. GROWEL Paint : Kangaroo Cement Primer

First quality Interior Emulsion paint Providing and applying two coats of washable interior emulsion paint (excluding priming coat) of 1ST quality approved brand and make a smentioned below on surfaces to give an even shade including finishing and thinning as per manufacturer's specification after thoroughly cleaning the surface free from mortar droppings and other foreign matter. Item includes very minor touching with lapi whenever required, making the surface even and smooth by sand papers. A gap of 6 hours should be given between two subsequent coats. Rates are inclusive of all the material and labourers and scaffolding work, cleaning of the floors etc. required for the work. coverage capacity=11.90Sqm/lit/2coat Location where work is to be carried out:

1. Interior emulsion paint is to be applied to all the interior plastered surface including the ceiling. Before applying the paint a primer coat is to be carried out. Materials: Make should be as per given below. The Specifications and procedures of manufacturer shall be strictly followed & the washable interior emulsion paint shall be of required color and the same shall conform to I.S. Make:

1. Asian Paint : Premium Emulsion 2. Nerolac Paint : Lotus Touch 3. ICI Dulux (Akzo Nobel) : ICI Dulux 3 in 1 4. Berger Paint : Easy Clean 5. GROWEL : Super Acroplast Plastic Emulsion Paint

1.0 Workmanship

2.1 Scaffolding Where scaffolding is required, it shall be erected in such a way that as far as possible no part of scaffolding shall rest against the surface to be painted. Proper stage scaffolding shall be provided for wall & ceiling removing & scrapping, which shall be independent of the walls. Where ladders are used, pieces of old gunny bags" shall be tied at top and bottom to prevent scratches to the walls and floors.

2.2. Preparation of surface: 2.2.1. The undecorated surface to be painted shall be thoroughly brushed from dust, dirt,

grease, mortar dropping and other foreign matter and sand papered smooth. New plaster surface shall be allowed to dry for at least 2 months before applications of paint.

2.2.2. All unnecessary nails shall be removed. Pitting in plaster shall be made good with plaster again with a fine grade sand paper and made smooth. A coat of paint shall be applied over the patches. The surface shall be allowed to dry thoroughly before the regular coat of paint is allowed. The surface affected ay moulds, moss, fungi, algae lichens,



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efflorescence etc. shall be treated in accordance with I.S; 2395 (Part01) 1966. Before applying paint

2.2.3. 2.3. Priming coat : 2.3.1. A priming coat of as per above specification no.13.1 approved manufacture and shade It should be applied over the papered surface - new surface. The washable interior emulsion paint premiering shall be done after the wall surface dries completely, 2.3.2. Application of primer shall be done as under: The primer shall be applied with a brush on the clean dry and smooth surface. Horizontal strokes shall be given first and vertical strokes shall be applied immediately afterwards. This entire operation will constitute one coat. The surface shall be finished as uniformly as possible leaving no brush marks. It shall be allowed to dry for at least 48 hours before paint is applied. The paint shall be stirred while applying to maintain the similar consistency for entire work. .2.4. Preparation of washable interior emulsion paint, Application of washable interior emulsion paint, Protective measures shall be as per Relevant IS

2.5.1. Protective measures : The surfaces of doors, windows, floors, articles of furniture etc. and such other parts of the buildings as are not to be painted shall be protected from being splashed upon. Such surfaces shall be cleaned of paint splashes if any. FIRST QUALITY EXTERIOR PRIMER Providing and applying one coat of water based exterior primer of 1ST quality approved brand and make as mentioned below on wall surfaces after thoroughly brushing the surface free from mortar droppings and other foreign matter. Item includes making the surface even and smooth by sand papers. Rates are inclusive of all the material and laborers and scaffolding work, cleaning of the floors etc. required for the work. coverage capacity=12.50 Sqm/lit/coat Location where work is to be carried out:

1. Exterior primer is to be applied to all the exterior sand faced plastered. Providing and applying one coat of water based exterior primer 1ST quality of approved brand and make as mentioned below on wall surfaces after thoroughly brushing the surface free from mortar droppings and other foreign matter. Item includes making the surface even and smooth by sand papers. Materials: Make should be as per given below. The Specifications and procedures of manufacturer shall be strictly followed & the washable interior emulsion Primer shall be of required color and the same shall conform to I.S.

Make:



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1. Asian Paint : Exterior Wall Primer 2. Nerolac Paint : Nerolac Exterior Primer 3. ICI Dulux (Akzo Nobel) : Weatherguard Acrylic Primer 4 .Berger Paint : Berger BP weathercoat Exterior Wall Primer. 5.Growel Paint:Walguard sealent primer(white)

1.0. Workmanship 2.1. Scaffolding . Scaffolding shall be erected in such a way that as far as possible no part of scaffolding shall rest against the surface to be painted. H frame / Wooden bellies, bamboos, planks, treadles and other scaffolding shall be sound these shall be properly examined before removing & scrapping & painting and use. Stage scaffolding shall be provided for ceiling removing & scrapping, which shall be independent of the walls. Where ladders are used, pieces of old gunny bags" shall be tied at top and bottom to prevent scratches to the walls and floors. For painting to ceiling, proper stage scaffolding shall be erected where necessary.

2.3. Preparation of surface: 2.3.1. The undecorated surface to be painted shall be thoroughly brushed from dust, dirt,

grease, mortar dropping and other foreign matter and sand papered smooth. New plaster surface shall be allowed to dry for at least 2 months before applications of paint.

2.3.2. All unnecessary nails shall be removed. Pitting in plaster shall be made good with plaster again with a fine grade sand paper and made smooth. A coat of paint shall be applied over the patches. The surface shall be allowed to dry thoroughly before the regular coat of paint is allowed. The surface affected ay moulds, moss, fungi, algae lichens, efflorescence etc. shall be treated in accordance with I.S; 2395 (Part01) 1966. Before applying paint , any unevenness shall be made good by applying putty made of plaster of pairs mixed with water on entire surface including filling up the undulation and then sand papering the same after it is dry.

1.4 Application of exterior premium emulsion paint (excluding priming coat) coat: 2.4.1 Surface shall be lightly sand papered to make it smooth for receiving the paint. All loose

particles shall be dusted of after rubbing. Minimum two coats of paint shall be applied with brushes in horizontal strokes followed immediately by vertical strokes, which together shall constitute one coat. The subsequent coats shall be applied after a time interval of at least 6 hours between consecutive coats to permit proper drying of the proceeding coat. The finished surface shall be even and inform without patches, brush marks, paint drops etc. Manufacturer’s instructions shall be followed while applying the paint.

1.4.1 Sufficient quantity of paint shall be mixed to finish one wall at a time. The application of a coat in each wall shall be finished in one operation and no work shall be striated in any wall, which cannot be completed on the same day.

1.4.2 15 cm. double bristled paint brush shall be used. After day's work brushes shall be thoroughly washed in hot water with soap solution and hung down to dry. Old brushes which are dirty and caked with paint shall not be used on the work.

1.5 Protective measurements: The surfaces of doors, windows, floors, articles of furniture etc. and such other parts of the buildings as are not to be painted shall be



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protected from being splashed upon. Such surfaces shall be cleaned of distemper/apex paint splashes if any. FIRST QUALITY EXTERIOR PAINT Providing & applying two coats of exterior premium emulsion paint (excluding priming coat) of 1ST quality approved brand and make as mentioned below on existing plastered surface including finishing & thinning as per manufacturer’s specifications. A gap of 6 hrs. should be given between 2 subsequent coats. The work should be carried out strictly as per manufacturer’s specifications and requirement including scaffolding, jhoolas etc.complete as directed by E.I.C. coverage capacity=5.65 Sqm/lit/2coats. Location where work is to be carried out:

(1) Weather proof Exterior emulsion paint is to be applied to the entire exterior sand faced plastered surface. Prior to applying the paint, a primer coat of exterior primer is to be carried out.

Providing & applying two coats of exterior premium emulsion paint (excluding priming coat) 1ST quality of approved brand and make as mentioned below on existing plastered surface including finishing & thinning as per manufacturer’s specifications. A gap of 6 hrs. Should be given between 2 subsequent coats. The work should be carried out strictly as per manufacturer’s specifications and requirement including scaffolding, jhoolas etc., complete as directed by E.I.C.

1.0 Workmanship The workmanship, scaffolding, preparation of surfaces should all be as per the specification mentioned in item no: 13.3 Materials: Make should be as per given below. The Specifications and procedures of manufacturer shall be strictly followed & the washable interior emulsion Primer shall be of required color and the same shall conform to I.S. Make:

1. Asian Paint : Apex Ultima 2. Nerolac Paint : Excel Total 3. ICI Dulux (Akzo Nobel) : Weathersheild Max 4. Berger Paint : Weather Coat Allguard

4.14 QUARTER ROUND CEMENT VATTA100X100 MM. IN C.M.(1:1) Providing cement vatta100x100 mm. quarter round in cement vata C.M.(1:1) at junction of walls & slab in parapets, weather sheds, cantilevers including finishing the top with smooth cement finishing using water proofing



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compound, curing scaffolding etc., complete as directed by E.I.C. Cement shall be purchased by the contractor at his own cost. Location where work is to be carried out:

1. At the terrace periphery. 2. At joining of chajjas in all floors of all block.

Materials:- 1.1. Water shall conform to M-12. Cement mortar shall conform to M-11. 2.0. Workmanship: - The work of cement vata of 10 cms X 10cms Size shall be carried out with cement –sand proportion 1:1 with using the water proofing compound & shall be provided at junctions of parapets or R.C.C. wall and terraces slab as directed. The vata shall be finished in quarter round shape with smooth cement finishing. The work shall be carried out in the best workmanship manner. The inter portion of rainwater pipe shall be rounded off properly during constructing the vata. The work shall be cured for 7 days. If required the contractor will have to remove the old vata as per requirement of site condition and directed by EIC.

4.15 STEEL DOORS, WINDOWS AND VENTILATORS Location : Pump house, MCC Room, passage area. Hot rolled steel sections for the fabrication of steel doors, windows and ventilators shall conform to IS: 7452, which are suitable for, single glazing. Pressed steel door frames for steel flush doors shall be out of 1.25mm thick mild steel sheets of profiles as per IS : 4351. Transparent sheet glass shall conform to the requirements of IS: 2835. Wired and figured glass shall be as per IS: 5437. Builder’s hardware of fittings and fixtures shall be of the best quality from the approved manufacturers. Workmanship All steel doors, windows and ventilators shall be of the type as specified in the respective items of work prepared by the Contractor and of sizes as indicated in the Drawings prepared by the Contractor. Steel doors, windows and ventilators shall conform to the requirements as stipulated in IS: 1038. Steel windows shall conform to IS: 1361, if so specified. Doors, windows and ventilators shall be of an approved manufacture. Fabrication of the unit shall be with rolled section, cut to correct lengths and metered. Corners shall be welded to form a solid fused welded joint conforming to the requirements of IS: 1038. Tolerance in overall dimensions shall be within ±1.5mm. The frames and shutters shall be free from wrap or buckle and shall be square and truly plain. All welds shall be dressed



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flush on exposed and contact surfaces. Punching of holes, slots and other provisions to install fittings and fixtures later shall be made at the correct locations as per the requirements. Samples of the units shall be got approved by the Engineer In Charge before further manufacture/purchase by the Contractor. Type and details of shutters, hinges, glazing bar requirement, couplings, locking arrangement, fittings and fixtures shall be as described in the respective items of work and / or as shown in the Drawings prepared by the Contractor for single or composite units. For windows with fly proof mesh as per the item of work prepared by the Contractor, rotor operator arrangement, for the operation of the glazed shutters from the inside shall be provided. Pressed steel door frames shall be provided with fixing lugs at each jamb, hinges, lock- strike plate, mortar guards, angle threshold, shock-absorbers of rubber or similar material as per the requirements of IS: 4351. Pressed steel doorframes shall be fixed as `built-in’ as the masonry work proceeds. After placing it plumb at the specified location, masonry walls shall be built up solid on either side and each course grouted with mortar to ensure solid contact with the doorframe, without leaving any voids. Temporary struts across the width shall be fixed, during erection to prevent bow / sag of the frame. Door shutters of flush welded construction shall be 45mm thick, fabricated with two outer skills of 1.25mm thick steel sheets, 1mm thick steel sheet stiffeners and steel channels on all four edges. Double shutters shall have meeting stile edge bevelled or rebated. Provision of glazed viewing panel, louvers shall be made as per the items of works and/or Drawings prepared by the Contractor. Shutters shall be suitably reinforced for lock and other surface hardware and to prevent sagging/twisting. Single sheet steel door shutters shall be fabricated out of 1.25mm thick steel sheets, mild steel angles and stiffeners as per the Drawings prepared by the Contractor. Doors, windows and ventilators shall be fixed into the prepared openings. They shall not be ‘built-in’ as the masonry work proceeds, to avoid distortion and damage of the units. The dimensions of the masonry opening shall have 10mm clearance around the overall dimensions of the frame for this purpose. Any support of scaffolding members on the frames/glazing bars is prohibited. Glazing of the units shall be either with flat transparent glass or wired / figured glass of the thickness as specified in the items of works prepared by the Contractor. All glass panels shall have properly squared corner and straight edges. Glazing shall be provided on the outside of the frames. Fixing of the glazing shall be either with spring glazing clips and putty conforming to IS: 419 or with metal beads. Pre-formed PVC or rubber gaskets shall be provided for fixing the beads with the concealed screws. The type of fixing the glazing shall be as indicated in the items of work and/or in Drawings prepared by the Contractor. Steel doors, windows and ventilators shall be provided with finish of either painting as specified or shall be hot dip galvanised with thickness of the zinc coating as stipulated all as described in the respective items of works prepared by the Contractor. The material of the Builders hardware of fittings and fixtures of chromium plated steel, cast brass, brass copper oxidised or anodised aluminium shall be as specified in the items



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of works prepared by the Contractor. The number, size and type of fittings and fixtures shall be as in the Drawings /items of works prepared by the Contractor. Installation of the units with fixing lugs, screws, mastic caulking compound at the specified locations shall generally conform to the requirements of IS:1081. Necessary holes etc. required for fixing shall be made by the Contractor and made good after installation. Workmanship expected is of a high order for efficient and smooth operation of the units.

4.16 ROLLING SHUTTER. Location : Pump House, MCC Room.

The rolling shutters shall conform to I.S. 6248-1979. Rolling shutters shall be supplied of specified type with accessories. The size of the rolling shutters shall be specified in the drawings. The shutters shall be constructed with interlocking lath sections formed from cold rolled steel strips not less than 0.9mm thick and 80mm wide for shutters up to 3.5m width, not less than 1.25mm thick and 80mm wide for shutters of 3.5m in width and above unless otherwise specified. Guide channels shall be of mild steel deep channel section and of rolled pressed or built up (fabricated) joint-less construction. The thickness of sheet used shall nless than 3.15mm. Hood covers shall be made of M.S. sheets not less than 0.92 mm thick. For shutters having width 3.5m and above, the thickness of M.S. sheet for the hood covers shall be not less than 1.25mm. The spring shall be of best quality and shall be manufactured from tested high tensile spring steel wire or strip of adequate strength to balance the shutters in position. The spring pipe shaft etc. shall be supported on strong M.S. or malleable C.I. brackets. The brackets shall be fixed on the or under the lintel as specified with raw plugs and screws bolts etc.

The rolling shutters shall be of self-rolling type up to 8sq.m. clear area without ball bearing and up to 12 sq.m. clear area with ball bearing. If the rolling shutters are of larger than gear operated type shutters shall be used. The locking arrangement shall be provided at the bottom of shutter at both ends. The shutters shall be opened from outside. The shutters shall be completed with door suspension, shafts, locking arrangements, pulling hooks, handles and other accessories.

4.17 FRP DOORS WITH FRP FRAMES Providing and fixing of FRP FRAME size 90mm x 45mm, four side closed for holding of 30mm thick FRP Panel Shutter having extra reinforcement on sides and edges and in Gelcoat finish with cross cutting at 45 degree & to be hold with Alluminium Section patti using Self Tapping Screw. The legs of FRP Frames should be closed with M.S.plate. Inner frame of shutter should be of CPW.The core of the shutter is to be filled up with machine



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injected Polyurethane foam of 35/40 density, along with embedded wooden pieces of Pine Wood for stiffening and also for taking hinges & fixtures. FRP Shutter is to be cut in 90 degree angle on machine.The whole FRP Frame & Shutter is to be water proof, weather proof, termite proof and resistance to mild acid/alkali. Rates are exclusive of S.S hinges with necessary screws and alluminium fixtures & fastening. The company should have ISO 9001-2008 certificate and approved menufacures such as manufacturer Venus Composite industries/Dainik/ Divya/ Sintex/ Ventura fibre Location where work is to be carried out:

(1) FRP door in toilet block. Make: Venus Composite industries/Dainik/ Divya/ Sintex/ Ventura fibre FRP FRAME size 90 x 45 mm and 30 mm thick FRP shutter with wood grain raised panel design finish shutter having extra reinforcement on sides and edges and in polish finish. The core of the shutter is to be filled up with injected fire extinguishing grade polyurethane foam done in situ along with embedded wooden places for stiffening and also for taking hinges and fixture. The whole FRP frame and shutter is to be water proof, weather proof, termite proof and resistance to mild acid/Alkali. Rates are to be inclusive of S.S. hinges with necessary screws and aluminum fixtures and fastening. Product should have 3 years performance guarantee and company have ISO 9001-2008 certificate. SHUTTER MATERIAL : 30 mm thick FRP shutter with wood grain raised pannel design shall be having size 90 x 45 mm FRP thickness fire extinguishing grade FRP skin and embedded wooden piecesfor stiffening as well as holding hinges and fixtures all moulded into one piece shutter. Core material shall be injected fire extinguishing grade rigid polyurethane foam done in situ having density 35 to 40 Kg/m3, compressive strength 1.8 to 2.0 kg/cm2, flexural strength 3.5 to 4.5 kg/cm2. Whole shutter shall be water proof, weather proof, termite proof and mild acid / alkali resistance. SHUTTER : 30 mm thick with wood grain raised pannel design FRP shutter shall be jointless. It shall be straight and smooth and of standard shape finished in gel coat. All necessary fixtures and fastening shall be fixed where wooden piece provided. SHUTTER WORKMANSHIP : Shutter shall be fixed in line, level and proper manner having 2.0 to 3.0 mm play i.e. air space for smooth and easy working. Three S.S. hinges shall be fixed properly with necessary screws. SHUTTER TOLERANCE : 1.5 mm tolerance willbe allowed in thickness of shutter. SHUTTER FIXTURES AND FASTENING : All fixtures & fastening like S.S. aldrop, tadi or baby-latch, stopper, handle shall be fixed with shutter in usual manner. The shutter shall be fixed to frame using fixing necessary Khila or screws including drilling in granite frame as directed.



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During fixing of shutter if the frame is damage the same willbe replaced by contractor's own cost without any extra payment. Product is from reputed company having ISO 9001-2008 certificate and with three years performance guarantee.

4.18 ALUMINIUM ANODIZED SECTION THREE TRACK WINDOW Providing and fixing window having extruded aluminium colour anodized section frame main outer size 95 mm x 24 mm x 1.17 mm (of Jindal section no : 2459,@ Wt. 0.738 Kg/mt), horizontal Three track (Two shutters of glass full length of window and One shutter of S.S. jali half length of window) member size 92 mm x 31.75 mm x 1.30 mm (of Jindal section no. 8688, @ Wt.1.07 Kg/mt), vertical member of size 92 mm x 31.75 mm x 1.50 mm (of Jindal section no. 8933, @ Wt. 1.06 Kg/mt),with sliding shutters of horizontal member size 40mm x 18mm x 1.29mm (of Jindal section no. 8947, @ Wt. 0.456 Kg/mt) vertical member size 40mm x 18mm x 1.29mm (of Jindal section no. 8949, @ Wt. 0.456 Kg/mt) including approved stainless steel mosquito wire jali shutter having alluminium colour anodized section frame as approved and directed by EIC, with 5 mm thick transparent bronze colour tinted float glass with powder coated aluminium fittings and fixtures and transperent silicon sealant glass fixing to frame as per details etc Location : Control room. Window having extruded aluminium colour anodized section frame main outer size 95 mm x 24 mm x 1.17 mm (of Jindal section no : 2459,@ Wt. 0.738 Kg/mt), horizontal Three track (Two shutters of glass full length of window and One shutter of S.S. jali half length of window) member size 92 mm x 31.75 mm x 1.30 mm (of Jindal section no. 8688, @ Wt.1.07 Kg/mt), vertical member of size 92 mm x 31.75 mm x 1.50 mm (of Jindal section no. 8933, @ Wt. 1.06 Kg/mt),with sliding shutters of horizontal member size 40mm x 18mm x 1.29mm (of Jindal section no. 8947, @ Wt. 0.456 Kg/mt) vertical member size 40mm x 18mm x 1.29mm (of Jindal section no. 8949, @ Wt. 0.456 Kg/mt) including approved stainless steel/Netlon mosquito jali shutter having aluminum colour anodized section frame as approved and directed by EIC, with 5 mm thick transparent bronze colour tinted float glass with powder coated aluminium fittings and fixtures and transparent silicon sealant glass fixing to frame as per details etc. Aluminum alloy used in the manufacture of extruded window section shall conform to I.S. designation HEA-WP of I.S.: 733-1975 and also to I.S.Designation WVG-WP of I.S. 1285-1975. The Section shall be as specified in the item description or drawing and design. The fabrication shall be done as directed. The hinges shall be cast or extruded aluminum hinge of same type as in window but of large size.



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The hinges shall normally be of 50 mm. projecting type. Non-projecting type of hinges may also be used if directed. The handles of door/window shall be of specified design of powder coated aluminum. A suitable lock for the door/window operatable either from outside/inside/sliding shall be provided.

4.19 M.S. GRILL Providing & fixing M.S.window grill/starcase /balconi grill Required approved Pattern of all works etc.with M.S. Flates at Required spacing and frame all round 50mm/25mm square or Round hollow section and bars with round Headed bolts and nuts or by screw.(ornamental grill) line level and plum as directed by E.I.C.M.S. Flat hold fasts, 300mm long 16mm dia. aldrop ornamental grill painted with 2 coats of oil painting with one coat of primer/red oxide. (B) ornamental grill Location where work is to be carried out:

1. M.S grills to be provided outside of windows. 2. The grill should be such that it should have minimum of 25 Kg/smt of steel grilling.

It should be of approved quality as per drawing & design as directed for window, ventilator, railing etc. of require size fabricated with three coats of oil painting of approved shade and fixed with welding or nut bolts including grouting etc. complete as directed by E.I.C. The grill should be such that it should have minimum of 25 Kg/cmt of steel grilling. Materials: Structural steel of M.S. Ornamental Grill shall confirm M-22 and Primer/ Red Oxide & Oil Paint shall confirm M-44. Workmanship: The M. S. Grill shall be prepared as per the drawings or as directed for fixing to wooden frames of windows or as directed by EIC. The grill shall be fabricated to the designs and patterns shown in the drawings and the weight shall be as directed and the joints shall be riveted or welded as shown in the plan or as directed. The grill so formed shall be fixed into the frames of the windows etc. Before they are erected in position. The outside strip frame of the grill shall be housed to its full thickness into the recess cut into the frame of the windows etc. The grill shall be fixed to the frame with number of bolts / screws viz. Bolt nut/screw per 30 cm. Of the length of outer strip subject to a minimum of 2 Nos. On each side of the frame or as indicated in the drawings or as directed. The grill shall be fabricated from required size of M.S. Flat and required size of M.S. Square bars as per design and drawing as approved by EIC.All workmanship and finish shall be of first class quality, in all respects and shall confirm to the best accepted standards of practice



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Before cutting and fabrication work is taken up, it is necessary to see that if any twisting, bending, etc. is there, the same is removed and made straight or in plane. The process to be adopted shall be such that original material is not injured. Members shall be fabricated on site or in workshop, as approved, by Engineer in charge. The Ornamental shapes shall be fabricated in the grill. All holes to be drilled shall be marked on frame of grill and drilled after proper checking. If necessary, a template shall be made for this. All holes shall be perpendicular to the face of the member and 1/16” larger than the nominal size of rivet or bolt. All holes shall be so drilled and reamed that more than 85% of continuous holes in any group in same plane shall not show any offset greater than 1/32” between adjacent thicknesses of metal. Burns, resulting from reaming or drilling, shall be removed with a tool making 1/16” bored. All welding shall be done with electric arc method. Welding electrodes shall be heavily coated type designed for all position. The size, type and manufacturer of electrodes shall be subject to approval of Engineer. Electrodes and welding work shall be as per IS Standards. The entire cutting and needed surface shall be properly grinded with electric grinder. Fabricated members shall be joined by means of welding or by rivets or nut and bolt arrangement as specified or shown on drawing or instructed. One assembled shall be got approved for alignment, riveting, welding, etc. For bolted joints necessary washers shall be provided as shown in the drawing or as instructed on site. Fabricated structure shall be given one shop coat of red oxide. Care shall be taken to see that no damage is done to the members during transportation or fabricated / assembled structure. Erection of the structure shall be done by approved method. The fabricated jail shall be fixed to window opening on granite Patti by drilling holes across granite Patti up to penetrating rear wall surface symmetrically as holes drilled on frame. The holes drilled on frame shall match with the holes drilled in wall across granite Patti. The iron pegs of required size and quality as approved shall be driven in to wall up to required depth across frame and granite Patti holes; so that granite Patti and frame shall not be got damaged and grill can with stand providing safety. Care shall be taken during erection so that no accident occurs. All the workers shall be provided with safety belts, helmets, etc. during working. Contractor shall provide necessary derricks, gantry, scaffolding and staging, inflammable, etc. for erection work. No gas cutting shall be allowed for the widening of holes when it is not matching. It shall be drilled. After erection of structure one more coat of red oxide and 2 coats of approved oil painting should be provided to the structure. Paint to be applied shall be got approved for brand, quality, tint, etc. The bolts / screws shall be counter sunk and shall be fixed with the top of their heads flush with the face of frame strips. Finish surface should not have any defect. The



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greatest accuracy shall be observed to see that all parts properly fit with each other on erection.

4.20 1ST (FIRST) QUALITY VITRIFIED TILES 8MM THICK Providing and laying 1st quality finished Vitrified tiles of size not less than 600mm X 600mm X 8 mm thick, in line and level, as approved by EIC, from the listed standard manufacturers and brand names as mentioned below for flooring /skirting/dado/treads and risers of staircase with landing etc. wherever required up to any floor, over under bed with minimum 20 to 40 mm thick cement sand mortar of 1:3 (1cement :3 coarse sand ) and necessary cement slurry as approved by EIC. The joint between tiles shall be as possible and not more than 1.5mm wide. surface having proper levelling,flush pointing by filling the joints with appropriate pigment/ chemicals and white cement to match with the shade of tiles, well finishing, curing, to hand over neat and clean surface, including of labour and all materials etc complete as directed by EIC. Location where work is to be carried out:

1. Vitrified tiles to be laid in , MCC room & Control room. 2. Vitrified tiles skirting having depth 0.15m should also be done along with the

floorings mentioned above. Listed manufacturers and brands are as under:

1. Nitco: Soluble salt ‘Platinum Series’: 1. Trent, 2. BrilloIvory, 3. Diana, 2. Simpolo: ‘Natural Pearl series’: 1. Crema, 2. Venetto, 3. Ozone 3. Johnson(Standard series) : 1. Tradia, 2. Arctic R & V. 3. Aveo R & V. 4. Asian Granite India Limited : ‘Polished Vitrified Tiles’: 1. Royal Ivory, 2. Brazilla, 3. Maharaja, 5. Kajaria: Elegant Soluble salt: 1. K 6000, 2. K 6010, 3. K 6014 6. Varmora:Soluble salt Nano: 1. Augustia. 2. Glacier. 3. Woodland

1.0 Providing & laying 1st quality finished Vitrified tiles of size not less then 600mmx600mmx8 mm thick line and level, as approved by EIC,from the listed standard manufacturers and brand name as mention below for flooring ,skirting/dado/etc. wherever required up to any floor over under bed with 20 to 40mm thick cement sand mortar of 1:3 (1 cement:3 corse sand) and necessary cement slurry as approved by EIC. The joint between tiles shall be as close as possible and not more then 1.5 mm wide, surface having proper leveling, flush pointing by filling the joints with appropriate pigment /chemicals and white cement to match with the shed of tiles, well finishing, Curing, to hand over nit and clean surface, including of labour and all material etc. comp. as directed by EIC



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4.21 POLISHED KOTAH STONES Providing & laying 25 mm thick POLISHED KOTAH STONE MACHINE CUT EDGES on all sides of approved quality in floor & dedo in (1:6) cement mortar bedding of 20.0 mm average thickness & setting the stone in cement slurry filling the joints with cement, curing, machine polishing etc., complete as directed by E.I.C. for 450x450 mm size machine cut and one side polish.[Basic rate Rs.400.00 per sqmt] Location where work is to be carried out:

1. Kotah stone flooring is to be carried out in the bathrooms. 2. In the riser and treads of steps .

Materials : Water shall conform M-1. Lime mortar shall conform to M-10. Cement mortar shall conform to M-11polished kotah stone shall conform to M-49. Workmanship : Each slab shall be cut to the required size and shape and fine chisel dressed at all the edges. The sides thus dressed shall have a full contact if a straight edge is laid along. The sides shall be table rubbed with coarse sand before paving. All angles and edges of the slabs shall be true square and free from chippings and giving a plane surface. The thickness shall be 25 mm. (Average) as specified in the item but not less than 20 mm. At any place of the slab. Bedding for the kotah stone slabs shall be cement mortar 1 : 6 (1 cement : 6 coarse sand) or L. M. 1 : 1.5 of average thickness 20 mm. As given in the description of the item. Sub grade shall be cleaned, wetted and mopped. Mortar of the specified mix and thickness shall be then be spread on an area sufficient to receive one kotah stone slab. The slab shall be washed clean before laying. It shall be laid on top pressed, tapped gently to bring it in level with the other slabs. It shall then be lifted and laid aside. Top surface of the mortar shall then be corrected by adding fresh mortar at hollows or depressions. The mortar shall then be allowed to harden bit. Over this surface, cement slurry of honey like consistency shall be applied. The slab shall then be gently placed in position and tapped with wooden mallet till it is properly padded in level with and close to the adjoining slab. The joint shall be as fine as possible. The slabs fixed in the floor adjoining the wall shall enter not less than 10 mm. Under the plaster, skirting or dado. The junction between the wall floor shall be finished neatly. The finished surface shall be true to levels and slopes as directed. The floor shall be kept wet for a minimum period of 7 days so that bedding and joints set properly. Polishing shall be normally commenced after 14 days of laying the stone slab. First polishing shall be done withcarborundum stones of 120 grade grit fitted in the heavy machine and then second polishing shall be done with carborundum stone of 220 to 350



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grade grit fitted in heavy machine. Water shall be properly used during polishing. The stone shall then be washed clean with water. When directed by the Engineer-in-charge wax polish of approved quality shall be applied on the surface with the help of soft cloth over a clean and dry surface. Then the polish machine fitted with bobs shall be run over it. The holes required for Nahni traps, pipes any other fittings shall be made without any extra cost.

4.22 CERAMIC TILES 6MM THICK Providing and laying ceramic tiles 6 mm thick of approved make Johnson /Icon /Asian /Marbito /Varmora /City shade in skirting, riser of steps and dado in bath room, W.C., & over kitchen platform laid on bed of 10 mm thick cement mortar 1:3 ( 1 cement : 3 coarse sand) & jointed with white or colour cement slurry Basic Rate :500/-. Location where work is to be carried out:

1. Ceramic tiles flooring is to be carried out in the w/c and in toilet block area except for bath.

2. Ceramic tiles dedo is to be carried out in the w/c and bath up to ceiling. 3. Ceramic tiles dedo is to carried out in the toilet block open area up to ceiling.

The relevant specification shall be followed in the item and as per instruction of EIC. 1.0 Material:- Water shall conform to M-1. Cement mortar shall conform to M-11. White / Colored tiles shall conform to M-55 - A GOG Booklet shall be of Johnson /Icon /Asian /Marbito /Varmora /City and of 6 mm. in thickness. Workmanship:- Bedding: 2.1.2 The sub-grade shall be cleaned, wetted and mopped. The bedding shall then be laid evenly over the surface tamped and corrected to desired level and allowed to harden enough to offer a rigid cushion to tiles and to enable the mason to place wooden planks across and squat on it. 2.1.3 The tiles shall be laid on bedding of 10 mm .or required Thickness in cement mortar C.M. 1 : 3 and joints shall be filled with cement slurry in CM 1:2. The mortar shall have sufficient plasticity for laying and there shall be no hard lumps that would interfere with the evenness of bedding. The base shall be cleared and well wetted. The mortar shall then be spread in thickness not less than 10 mm. at any place. 2.2 Fixing tiles : 2.2.2 The tiles before lying shall be soaked in water for at least two hours. Neat gray cement grout at 3.3 Kg/Cement/Sq. Mt. Of honey like consistency shall be spread over the mortar bedding as directed. The edges of the tiles be smeared with neat cement slurry. The tiles shall be well pressed and gently tapped with a wooden mallet till they are



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properly bedded and in level with the adjoining tiles. There shall be no hollows in bed or joints. The joints between the tiles shall be as thin as possible in straight line or as per pattern. 2.2.3 The tiles shall not have staggered joints. The joints shall be true to center line both ways. The Nahni trap coming in the flooring shall be so positioned that its grating shall replace only one tile as far as possible. Where full size tiles cannot be fixed, they shall be cut (Swan) to the required size and the edges rubbed smooth to ensure straight and true joints. The joints shall be filled with gray cement grout with wire brush or trowel to a depth of 5 mm. And loose material removed. White/ color cement shall be used for jointing the joints. After fixing the tile finally in an even plane the flooring shall be kept wet and allowed to nature undisturbed for 7 days. 2.3 Cleaning: 2.3.1 The surplus cement grout that may have come out of the joints shall be cleared off before it sets. Once the floor has set, it shall be carefully washed, cleared by dilute acid and dried. Proper precaution and measures shall be taken to ensure that the tiles are not damaged in any way till the completion of the construction.

4.23 ACID RESISTANT TILES.

Location : in Battry room

The ceramic unglazed vitreous acid resisting tiles shall conform to the requirements of IS: 4457. Acid resistant bricks shall conform to the requirements of IS: 4860.

The finished tile/brick when fractured shall appear fine grained in texture, dense and homogeneous. Tile/brick shall be sound, true to shape, flat, free from flaws and any manufacturing defects affecting their utility. Tolerance in dimensions shall be within the limits specified in the respective IS.

The tiles/bricks shall be bedded and jointed using chemical resistant mortar of the resin type conforming to IS: 4832 (Part II). Method of usage shall generally be as per the requirements of IS: 4443.

4.24 IN SITU CEMENT CONCRETE FLOOR (M15) WITH HARDENER TOPING (IRONITE FLOORING) Location : Pump House floor area

Materials

The mix proportion for the in-situ concrete floor topping shall be M15. The aggregates shall conform for the requirements of IS:383.



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Coarse aggregates shall have high hardness surface texture and shall consist of crushed rock of granite, basalt, trap or quartzite. The aggregate crushing value shall not exceed 30 percent. The grading of the aggregates of size 12.5mm and below shall be as per IS:2571.

Grading of the sand shall be within the limits indicated in IS:2571.

4.24.1 Base Concrete (M15)

The base floor shall be minimum 200mm thick concrete mix of grade M-15. The concrete floor shall be well compacted with the vibrator and levelled

Before placing the blinding concrete, the sub-base of rubble packing/earth filling shall be properly wetted and rammed. Concrete for the base shall then be deposited between the forms, thoroughly tamped and the surface finished level with the top edges of the forms. Two or three hours after the concrete has been laid in position, the surface shall be roughened using steel wire brush to remove any scum or laitance and swept clean so that the coarse aggregates are exposed. The surface of the base concrete shall be left rough to provide adequate bond for the floor finish to be provided later.

4.24.1.1 Workmanship

Preparation of base concrete/structural slab before laying the topping shall be as per clause 4.24.1 The surface shall be rough to provide adequate bond for the topping.

Mixing of concrete shall be done thoroughly in a mechanical mixer unless hand mixing is specifically permitted by the Engineer In Charge. The concrete shall be as stiff as possible and the amount of water added shall be the minimum necessary to give just sufficient plasticity for laying and compacting. The mix shall be used in the work within 30 minutes of the addition of water for its preparation.

Floor finish shall be laid in suitable panels to reduce the risk of cracking. No dimension of a panel shall exceed 2 meters and the length of a panel shall not exceed one and a half times its breadth. Topping shall be laid in alternate panels, the intermediate panels being cast after a gap of at least one day. Construction joints shall be plain vertical butt joints.

Screed strips shall be fixed dividing the area into suitable panels. Immediately before depositing the concrete topping, neat cement slurry at 2.75 kg/sq.m of area shall be thoroughly brushed into the prepared surface. Topping shall then be laid, very thoroughly tamped, struck off level and floated with wooden float. The surface shall then be tested with a straight edge and mason's spirit level to detect any inequalities and these shall be made good immediately.

Finishing of the surface by troweling shall be spread over a period of one to six hours depending upon the temperature and atmospheric conditions. The surface shall be



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trowelled 3 times at intervals so as to produce a smooth uniform and hard surface. Immediately after laying, the first trowelling just sufficient to give a level surface shall be carried out avoiding excessive trowelling at this stage. The surface shall be re- trowelled after sometime to close any pores and to scrap off excess water or laitance, which shall not be trowelled back into the topping. Final trowelling shall be done well before the concrete has become too hard but at a time when considerable pressure is required to make any impression on the surface. Sprinkling of dry cement or cement- sand mixture for absorbing moisture shall not be permitted.

Immediately after the surface is finished, it shall be protected suitably from rapid drying due to wind/ sunlight. After the surface has hardened sufficiently to prevent any damage to it, the topping shall be kept continuously moist for a minimum period of 14 days.

It is preferable to lay the topping on hardened base concrete, as against being laid monolithically with a lesser thickness, since proper levels and slopes with close surface tolerances is achievable in practice, owing to its greater thickness. Further, as this would be laid after all other building operations are over, there will be no risk of any damages or discoloration to the floor finishes which are difficult to repair satisfactorily.

4.24.2 Hardener Toping (Ironite flooring) The pump floor area shall be finished with Ironite floor using vacuum dewatering system and compacting disc (Trimix system).

Materials & Workmanship

Floor Hardener topping shall be provided either as integrally finished over the structural slab/grade slab or laid monolithically with the concrete finish on top of hardened concrete base.

Floor hardener shall be metallic type iron powder for the heavy duty function of the floor, the quantum of the ingredients and the thickness of topping shall be as specified.

The floor hardener topping shall be done in two stages: a. The base floor shall be minimum 200mm thick concrete mix of grade M-15. The

concrete floor shall be well compacted with the vibrator and levelled. b. In the second stage the topping layer of minimum thickness 12mm shall be laid. This

proportion of mixing shall be 1:4 (one part iron powder and 4 parts dry cement) to give 4.4kg/ sq.m. Weight laid in uniform thickness over a previous floor.

The topping shall be screened and thoroughly compacted to the finished level. Trowelling to a smooth finish shall be carried out as per clause 4.24.1.1Error! Reference source not found.. After the surface has hardened sufficiently, it shall be kept continuously moist for at least 14 days.



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Surface shall be prevented from any damages due to subsequent building operations by covering with 75 mm thick layer of sand.

4.25 BEVELED EDGE MIRROR Providing and fixing 600mm x 450mm Bevelled edge mirror of Modi/Asahi/Saint-Gobain mounted on 6mm thick A.C. sheet or plywood sheet and fixed to wooden plugs with C.P. brass screws and washers Location where work is to be carried out:

1. Mirror is to be Provided above Wash basin in toilet block. It should be of Modi/Asahi/Saint-Gobain mounted on 6 mm thick A.C. sheet or plywood sheet and fixed to wooden plugs with C.P. brass screws and washers. The 600 x 450 mm. Size mirror shall be of superior glass with edge rounded off or beveled as specified. It shall be free from flaws speeks, or babbles and its thickness shall not be less than 5 mm. The glass for the mirror shall be uniformly silver plated at the back and shall be free from silvering defects. Silvering shall have a protective uniform covering of red lead paint. The 6 mm. Thick plywood shall conform to M-37. The 6 mm. Thick A.C. sheets shall conform to M-24

4.26 ORISSA TYPE PORCELAIN W.C. SEAT OF 580MM. SIZE Providing & Fixing Indian Orissa Pan type W.C. commode 580 MM make of euro,cera,hinware,bell including necessary `P' or `S' trap, bends , complete including approved quality, P.V.C. Pipe connection up to manhole chamber for G.F. & up to outside wall for other floors with bends with giving water tight test etc., complete, P&F brass cromium plated half turn flush cock of 25 mm diameter including fixing in pipe line with union and comnnecting to pan eith G.I Medium weight pipe of 25 mm diameter in working condition,15 mm dia screw down stop tap with PVC connection and arrangement. etc. complete as directed by E.I.C Basic Rate :800/-. Location where work is to be carried out:

1. Orissa pan to be provided in w/c of toilet block. It should be of euro,cera,hinware,bell including trap, necessary pvc Piping with plug bends up to soil chamber for G.F.& up to the outside wall for floors, in complete working condition & as directed by E.I.C. One shall be in each quarter. It shall be fixed in B.B.C.C. 1:5:10 and sand filling. Sand shall be filled leaving 150mm from top and B.B.C.C. 1:5:10 shall be provided in 115 mm portion with required slope towards W.C. pan. Top surface shall be finished as specified in Item IPS glazed or ordinary tiles, which shall be as per item. W.C. shall be joint water tightly with pipe from flush cock to pan , for flushing arrangement, trap with W.C. pan and 100mm C.I. pipe /



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PVC pipe for trap to chamber with plug bend. For W.C. on floors, pipe with plug bend shall be provided upto main soil pipe line in wall. All joints shall be in c.m. 1:1 and leak proof test is to be given.

4.27 WHITE PORCELAIN RECTANGULAR WASH HAND BASIN SIZE 550X400MM. Providing & fixing best INDIAN make white porcelain rectangular wash hand basin size 550X450mm. make of euro, cera, hinware, bell with C.I. M.S. Brackets fixed in wall including approved quality of 1 No. of brass C.P. Pillar cock 15 mm dia (PRINCE TYPE). one brass C.P. 15mm. dia. Stop cock, with P.V.C. pipe connection for stop cock to pillar cock. PVC flexible Waste pipe. etc., complete as directed by E.I.C.[Basic Rate Rs.1110.0 per no.] Location where work is to be carried out:

1. wash basin are to be provided in toilet block. It should be of euro, cera, hinware, bell as approved by Engineer in charge with C.I. M.S. Brackets and anchor bolt fixed in wall including approved quality of 1 No. of brass C.P. Pillar cock 15 mm dia (PRINCE TYPE) or its equivalent. one brass C.P. 15mm. dia. Stop cock, with P.V.C. pipe connection for stop cock to pillar cock. PVC flexible Waste pipe. etc. One shall be in each quarter. Materials:The white glazed earthenware wash basin shall be 550 mm. X 400 mm.of 1st quality and make as approved by the Engineer-in-charge. The wash basin shall be conform to M-59. and it shall conform to I.S.2556. (Part-IV) -1972 and I.S.771-1979. The size of the washbasin shall be as specified in the item. Washbasin shall be of one-piece construction with continued over flow arrangements. All internal angles shall be designed so as to facilitate cleaning. Washbasin shall have single tap hole or two holes as specified. Each basin shall have a circular waste hole, which is either rebated or beveled internally with 65mm. diameter at top and 10-mm. depth to suit the waste fitting. Basin shall rest on C.I.or MS brackets painted, which shall be fixed in wall. andwith long screw and wooden pieces embedded in wall of plugs. The necessary stud slot to receive the bracket on the underside of the basin shall be provided Basin shall have an internal soap holder recess, which shall fully drain, into the bowl. One-brass C.P. pillar cock of PRINCE or equivalent make approved by EIC and confirming to I.S.I specification and make, shall be fixed with 15 mm PVC connection pipe, 15 mm dia c.p. approved quality stopcock etc. For drainage from wash basin, waste coupling, PVC flexible out let pipe shall be provided for each washbasin & fixed with washbasin. If the outlet drainpipe is to be taken concealed in wall, necessary groove shall be cut and finished surface after lying of pipeline and for this no separate payment shall be made. Watertight test shall be given and washbasin shall be cleaned and handed over, in working condition. The height of the frond edge of the wash basin from the floor level shall be 85 cms.or as directed by EIC



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4.28 P & F URINALS Providing & fixing Urinal of euro,cera,hinware,bell approved quality including connecting the Urinal with waste pipe,tap,connection pipe with all fittings etc. completed.(A) White earthenware flatback type size 430X260X350 mm.[Basic rate Rs.514 per no]

Location where work is to be carried out: Two nos in toilet block. Materials : 1.1 The white earthenware flat pack or corner type urinal of size 430 mm. 260 mm. X 350 mm. Shall conform to M-64. Workmanship : 2.1 The urinals shall be fixed in position by using wooden plugs and screws and shall be at a height 65 cms. From the floor level to the top of the lip or urinal, unless otherwise directed. The wooden plugs shall be 50 mm. X 50 mm. At base lappering to 38 mm. X 38 mm. At top and 50 mm. In length shall be fixed in wall in cement mortar 1 : 3 (1 cement : 3 coarse sand). The urinal shall be connected to 32 mm. Dia. Galvanised mild steel waste pipe which shall discharge in the channel or floor trap. The connection between the urinal and flush or waste pipe shall be made by means of putty or white lead mixed with chopped hemp.

4.29 PVC NAHNI TRAP OF 100MM DIA INLET Providing and fixing PVC Nahni trap of 100mm dia inlet AND 50mm dia outlet of self cleaning design with C.I.screwed down or hinged grating or Astral made PVC 'P' Trap 110 x110 MM including cost of cutting and making good the walls and floors.[Basic Cost per 1 No.:- Rs.270] Location where work is to be carried out:

1. Nahni trap are to be provided as per requirement. The PVC SWR Nahni trap IS 14735 for drain jail shall conform to M-69. The C.I. hinged or screwed down cover shall be of best quality and approved by Engineer in charge. Workmanship The Nahni trap with 100 mm. dia inlet and 50 mm. dia. outlet shall be fixed as per drawing or as directed. The Nahni trap shall be jointed with C.I. pipe, 75 mm. dia. with lead joints. The lead joints shall be done in conformation with I.S. 782-1976.



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4.30 S.W. GULLY TRAP Providing and fixing S.W. gully trap with C.I. Grating brick masonry chamber and water tight C.I. cover with frame of 300mm x 300mm size (inside) with standard weight(i) Square mouth traps (C) 150mm x 100mm size - P type..[Basic Cost per 1 No.:- Rs.1050] Location where work is to be carried out: 1. gully trap as per requirement. It should be with chamber including C.C.(1:4:8) 150mm. thick bed concrete, plastering the chamber with 150X225mm. C.I. Cover with frame curing etc.minimum Six nos. of gully trap in each block or as per site requirement. Materials : (1) Water shall conform to M-1 (2) Cement mortar of proportion 1 : 6 shall conform to M-11 (3) Burnt brick shall conform to M-15 (4) The S.W. Gulley trap of 100 mm. X 150.0 mm. Size shall conform to M-70. Workmanship : Excavation for gulley trap shall be done true to dimensions and levels as indicated on plans or as directed. The excavation work shall generally be done as per relevant specification of item of earth work. Fixing : The gulley trap shall be fixed over cement concrete 1 : 4 : 8(1 cement : 4 sand : 8 graded aggregate 40 mm. Nominal size) foundation, 650 mm. Square and 100 mm. Thick. The depth of top of concrete below the ground level shall be 675 mm. The jointing of gulley outlet to the branch drain shall be done similar to jointing of S.W. pipe as described in item Brick masonry chamber : After fixing and testing gulley and branch drain, a brick masonry 300 x 300 mm. Inside with brick in C.M. 1 : 5 (1 cement : 5 sand) shall be built with a 100 mm. Brick work round the gully trap from the top of bed concrete up to ground level. The space between the chamber walls and the trap shall be filled with cement concrete 1 : 5 : 10. The upper portion of the chamber i.e. Above the top level of the trap shall be plastered inside with cement mortar 1 : 3 (1 cement : 3 sand) finished with floating coat of neat cement. The corners and bottom of the chamber shall be rounded of so as to slope towards the grating. C. I. Cover with frame 300 mm. X 300 mm. (inside) size shall than be fixed on the top of the brick masonry with C.C. 1:2:4 (1 cement : 2 coarse sand : 4 graded stone aggregate 20 mm. Nominal size) 40 mm. Thick and rendered smooth. The finished top of the cover shall be left about 40 mm. Above the adjoining ground level so as to exclude the surface water from entering the gully trap.

4.31 BRICK MASONRY CHAMBER 600 MM. X 850 MM. INTERNAL DIMENSIONS Constructing brick masonry chamber for underground Inspection chamber bricks having crushing strength not less than 50 Kg/cm2 in cm. 1:6 850 mm. X 600 mm. Internal dimensions, R.C.C. top cover with 1:1.5:3 mix(1 cement :1.5



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coarse sand : 3 graded stone aggregate 20 mm. size ) foundation concrete 1:4:8 inside plaster 15 mm. thick with cement mortar 1:3 finished smooth with a floating coat of neat cement on walls & bed concrete, including 3 coats of white or colour wash to all exposed finished surface etc. complete as directed by E.I.C. Brick masonary upto depth 1000 mm for pipe lines with three of more inlets. Location where work is to be carried out:

1. Chamber are to be provided as per drawing or as directed by EIC. Brick masonry chamber of size 600 mm. X 850 mm and 1000 mm deep. for underground Inspection chamber bricks having crushing strength not less than 50 Kg/cm2 in cm. 1:6 , R.C.C. top cover with 1:1.5:3 mix(1 cement :1.5 coarse sand : 3 graded stone aggregate 20 mm. size ) foundation concrete 1:4:8 inside plaster 15 mm. thick with cement mortar 1:3 finished smooth with a floating coat of neat cement on walls & bed concrete, including 3 coats of white or colour wash to all exposed finished surface etc.Brick masonry up to depth 1000 mm for pipe lines with three of more inlets. Materials : Water shall conform to M-1. Cement shall conform to M-3. Coarse sand shall conform to M-5. Brick shall conform to M-15. or fly ash brick of standard quality. Stone aggregate shall conform to M-12. Brick bat shaft shall conform to M-14. M. S. Bar shall conform to M-18. Workmanship : The excavation shall be done true to dimensions and levels shown on the plans or as directed. The relevant specification shall be followed as per item of excavation specification. Bed concrete shall be of 150 mm. Thick C. C. 1 : 4 : 8 (1 cement : 4 coarse sand : 8 graded aggregates). The projection of bed concrete beyond the masonry walls shall be 7.5 cms. The relevant specification shall be followed as per item of cc1:4:8 Masonry walls, plaster work and colour wash shall be carried out as per item description and relevant specifications of item of masonry The cover slab shall be constructed as per size described in item and relevant specifications of concrete . Reinforcement will be as per instruction of EIC.

4.32 P & L NP-2 PIPES -150MM DIA Providing and laying (to level or slops) and jointing reinforced concrete non-pressure pipes I.S. class NP-2 of the followings internal diameter with collars and butt ends prepared for collar joints with mortar including testing of joints complete. For 150 mm DIameter Pipe. Location where work is to be carried out:

1. NP2-150 mm dia is to be laid from from all gully trap to main chamber and from main chamber to main drain line as per drawing or as directed by EIC.



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It should be with collars and butt ends prepared for collar joints including testing and joints complete including necessary excavation, refilling the trenches, laying 150 mm. thick C.C.(1:4:8) below joints up to half the height of joints making water tight joints in C.M.(1:1) curing etc.Gully trap to chamber in ground as per site requirement. This shall consist of furnishing and installing reinforced cement concrete pipe of the type diameter and length required at the location shown on the drawings or asordered by the Engineer-in-charge. Reinforced concrete pipe shall be of NP2 type conforming to the requirements of IS : 458 and shall be of dia. as specified in the item. Each consignment of cement concrete pipes shall be inspected, if necessary and approved by the Engineer-in-charge either at the place of manufacture or at the site before their incorporation in the works. NP3, NP2 and NP1 pipes are used for R.C.C. Pipes. Where the testing of pipes will not be feasible the contractors will have to produce a certificate from the' manufacturer on company's letter head in the given' hereinafter from. Production of such certificate will not however relieve the Contractor form his responsibility of supplying pipes of required standard and will have to bear the loss or damage caused to the work on account of defects found subsequently during execution. It will also be necessary to purchase these pipes from manufacturer having standard equipments for carrying out various tests as per IS : 458 at his factory. No pipes shall be placed in position until the foundations have been approved by the Engineer-in charge. Where two or more pipes are to be laid adjacent to each other, they shall be separated by a distance equal to at least half the diametre of the pipe subject to minimum of 250 mm. The laying of pipes on the prepared foundation shall start from the outlet and proceed towards the inlet and be completed to the specified lines and grades. The pipes shall be fitted and matched so that when laid in works they from a culvert with a smooth uniform invert. Any pipe found defective or damaged during laying shall be removed at there cost of Contractor. The pipes shall be jointed either by collar joint or by flush joint in the former case the collars shall be of R.C.C. 150 to 200 mm. wide and having the same strength as the pipes to be jointed. Caulking space shall be between 13 and 20 mm. according to the diametre of the pipes caulking material shall be slightly wet mix of cement and sand in the ratio of 1:2 rammed with caulking irons. Before caulking the collar shall be so placed that its centre coincides with that of pipes and an even annular space is left between the collar and the pipes. Flush joint may be shaped to from a self centering joint with a joining space 13 cm wide. The joining space shall be filled with cement mortar 1:2 (1 cement : 2 sand) mixed sufficiently dry to remain in position when forced with a trowel or rammer. Care shall be taken to fill all voids and excess mortar shall be removed. All joints shall be made with care so that their interior surface is smooth and consistent with the interior surface of the pipes. After finishing, the joint shall be kept covered and damp for at least

4.33 P & F SINTEX DOUBLE COATED OF I.S.I MARK OF 3000 LITRE CAPACITY



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Providing and fixing Sintex Double) Coated of I.S.I mark P.V.C. terrace water tank made from linear low density polyethylene & low density polyethylene LDPF product confirming to I.S: 10146-1982 with cover including providing & fixing one 20mm.dia. float valve ball cock with inlet line ,one 32.5 mm.dia.PVC Over flow pipe/ out let pipe six nos of required length as directed by E.I.C. for water tank.[Sintex food grade approved make with white colour oil painting three coats on outer surface. (A) -3000 Ltrs Location where work is to be carried out:

1. Sintex water tank is to be provided at the terrace . It should be of Sintex made from linear low density polyethylene & low density polyethylene LDPF product confirming to I.S: 10146‑1982 with cover including providing & fixing one 20mm.dia. float valve ball‑cock ,one 20mm.dia. G.I. Waste pipe with plug one

25mm.dia.G.I.Over flow pipe of length up to nearest rain water pipe hall. including making all connection for inlet/outlet supply with necessary fittings for outlet/ inlet etc.Two nos. of tank in each block. Material: The readymade PVC water storage tank shall be approved quality of SINTEX or equivalent make and shall be get approved before procurement. The manufacturing of the PVC tank shall be linear low density polyethylene & low density polyethylene LDPF product confirming to I.S: 10146‑1982. Technical Literature, test certificate and guarantee

bond of tank shall be submitted for approval before bulk supply. The tank should be one peace molded without seams or joints, leak proof, hygienic, maintenance free and as manufacturer specification. The water tank shall be placed on the smooth surface in terrace shown as per directed. Whole shall be provided with proper care for fixing of inlet and outlet pipes. Pipe shall be fixed with approved quality checknuts and washers and fixing the pipe in proper line and level using required fittings. The joint shall be water tight using the tafelone tape white or color whole tight material. Pipe shall be of approved quality. one 20mm.dia. float valve ball cock of approved quality is installed. ,one 20mm.dia. G.I. Waste pipe with plug, one 25mm.dia.G.I.Over flow pipe of length up to 0.30Mt. Including making connection with all necessary fitting etc as directed to complete the job.

4.34 P & L 110 MM DIA PVC PIPE OF WORKING PRESSURE 6 KG PER SQ.CM FOR " DRAINAGE" LINE Providing, laying AND jointing to level and slope 110 mm dia ISI Supreme / Finolex/prince PVC pipes of working pressure 6 KG per Sq.cm for " drainage" line including all necessary fittings such as bends,'Y' door bend, tees, one way joints, two way joints, rubber packing ring fixing the same concealed in the wall, in true line and level with help of PVC clamps at every two meter including jointing with adhesive solvent cement including the cost of all types of fixing materials and all other necessary fixtures, including fixing air and water tight testing the line etc. complete as directed by Ennineer In charge For 110 mm diameter pipe



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Location where work is to be carried out:

1. Drainage pipe from floor to the gully trap including connections to bath, w/c and urinals.

It should be of Finolex, Prince brand and of the following outside dia low density pipes complete with special flage compression type fittings i.e. Y bend, Tee, Plug bend, wall clips etc. including making good the wall ceiling and floor. Drainage pipe from bath, W.C., kitchen seperately to gully trap chamber. Materials: The low density polythene pipe of specified diameter with 06 kgs/sq.cm. Working pressure shall conform to I.S. 3076-1968. The specials and fitting required shall be of best quality. Workmanship :The P.V.C. pipes of specified diameter shall be fixed as directed. Due to thermal expansion of rigid P.V.C. pipes, due allowance shall be made particularly in over round pipe lines for any change in length of pipe line which may occur during installation or when pipe line is in service. Above ground installation of rigid P.V.C. pipe should be undertaken after preparations are observed for their protection against mechanical or any damage. P.V.C. pipes shall be supported by clmp at interval of 1.5 mtre in horizontal and vertical with wooden plugs and suitable plastic/MS clamps. Closer support spacing shall be provided if recommended by the manufacturer. The guide lines indicated by the manufacturer regarding, handling, transportation, storing laying and jointing of pipes shall be kept in view during execution. Jointing the pipes : The pipes and sockets shall be accurately cut. The ends of the pipes and fittings should be absolutely free from dirt and dust. The outside surface of the pipes and the inside of the fittings shall then be roughened with emery paper, and then solvent cement joint. Since solvent cement is aggressive to P.V.C. care must be taken to avoid applying excessive cement to the inside of pipe sockets as any surplus cement cannot be wiped off after jointing. Empty solvent cement tins, brushes rags, or paper with cement should not be buried in open area. They should be gathered, not left scattered about, as they can prove to be a hazard to animals, which may chew them.it should be disposed safely. If manufacture recommends its own methods of jointing, the same shall be adopted after necessary approval from the Engineer-in-charge.

4.35 P & L 110 MM DIA PVC PIPE OF WORKING PRESSURE 4 KG PER SQ.CM FOR " RAINWATER" LINE Providing, laying AND jointing to level and slope 110 mm dia ISI Supreme / Finolex/Prince PVC pipes of working pressure 4.0 KG per Sq.cm for "rain water" line including all necessary fittings such as bends,'Y' door bend, tees, one way joints, two way joints, rubber packing ring fixing the same concealed in the wall, in true line and level with help of PVC clamps at every two meter including jointing with adhesive solvent cement including the cost of all types



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of fixing materials and all other necessary fixtures, including fixing air and water tight testing the line etc. complete as directed by Ennineer In charge For 110 mm diameter pipe. Location where work is to be carried out:

1. Rain water pipe from the terrace to the ground . It should be of Finolex, Prince and of the following outside dia low density pipes complete with special flange compression type fittings i.e. Y bend, Tee, Plug bend, wall clips etc. including making good the wall ceiling and floor. For rainwater pipe from terrace to ground floor and weep holes in compound wall as per site requirement. P.V.C. rain water pipe shall be of approved make like FINOLEX brand other confirming to I.S. specifications for the same. Pipe of 110mm dia, specified in the item shall be used. Approval of make of pipe shall be obtained. In case, if necessary, manufacturers test certificate shall be submitted. Pipe shall be handled carefully and cracked and damaged /cracked pipe shall not be used. 3 coats of paint is to be carried out similar to surface paint, Pipes shall be fixed in plumb and with all necessary fittings of same brand make like bend, tee, collar, shoe, cowl ventilator at top. Pipe shall be fixed with wall/concrete surface with necessary wooden blocks, clamps of 18 gauge GI sheet, approved quality nails etc. Clamps should be provided at interval 1.5 to 2 mtr. When the pipe laid checked and okayed, the joints of pipe shall be filled with solution and joints made watertight. Cowl ventilator shall be provided on top in case of drainage pipe. For rain water down take pipe, concrete apron of 300x300x75 mm. below shoe shall be provided for protection of earth. So it is not washed away due to rain water. Curing of apron for period of 7days and pipeline shall be given 3 coats of colour wash

4.36 P & F SCREW DOWN BIB TAPS Providing & Fixing Screw down bib taps Prince/Crown/KMP of approved quality of15mmsize.Brass chromium plated screw down bib tap -15mm with weight of 250 to 300 gm. Basic rate Rs.190 per no. Location where work is to be carried out:

1. As per site requirement. It should be of Prince/Crown/KMP of approved quality having 250 to 300 grams weight. One number for W.C., 2 nos. for bath & 2 nos. for kitchen are to be provided. Materials :15 mm. Dia. CP Brass screw down with bright polished finish shall conform to I.S. 781-1977. The bib cock shall be best Indian make and quality. Like Prince/Crown/KMP Workmanship :When the Bib cock is to be fitted, the ends shall be carefully filed out so that no obstruction to bore in offered. The Bib cock shall be fitted with pipes carefully in



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such a manner as will not result in slackness of joints when the two pieces are screwed together. In jointing the Bib cock the inside of the socket and the screwed end of the Bib cock shall be oiled and smeared with the white or red lead and wrapping around with a few turns of fine spun yarn round the screwed end of the Bib cock. The end shall then be tightly screwed in the socket, Tees etc with a pipe wrench Care shall be taken that all items are free from dust, dirt and rust during fixing Burr from the joints shall be removed after screwing After laying the open ends of the Bib cock shall be temporarily plugged to prevent excess of water soil or any other foreign matter. Any threads exposed after jointing shall be painted or in the case of underground piping thickly coated with approved anti corrosive paint to prevent corrosion TESTING OF JOINTS :After fitting, the bib taps shall be inspected under working conditions of pressure and flow. Any joints found liken shall be redone, and all leaking Bib cocks shall be removed and replaced without extra cost. The bib taps after they are fitted shall be tested to hydraulic pressure of 6 kg / sq. cm. The Bib cock shall be slowly and carefully charged with water allowing all air to escape and avoiding all shock and water hammer. The draw off takes and stop cock shall then be closed and specified hydraulic pressure shall be applied gradually. The Bib cocks shall be tested in sections as the work laying proceeds, veeping the joints exposed for inspection during the testing

4.37 P & F CPVC PIPES-15MM DIA Providing and fixing CPVC ASTRAL /Finolex/ Prince pipes having thermal stability for hot and cold water supply including all CPVC ASTRAL /Finolex/ Prince plain and brass threaded fittings including fixing the pipe with clamps at 1 m spacing.This includes jointing of pipes and fittings with one step CPVC solvent cement and the cost of cutting chases and making good the same including testing of joints complete as per direction of engineer in charge. Concealed work including cutting chases and making good the wall etc. 15mm nominal outer dia Pipes.basic rate Rs.50 per Rmt. Location where work is to be carried out:

1. In lavatory block internal connection to bath(with hot water line and normal water line), w/c, wash basin and urinal.

It includes fittings and of PRINCE/SUPRIME/ASTRAL/FINOLEX make as approved by Engineer in Charge.Pipe shall be fixed on the wall with the help of clamp at the every two meter C/C or shall be concealed as directed, giving water tightness test etc.and fixing the same with adhesive solvent. Shall be provided from kitchen, bathroom & W.C. of quarter. Materials : C.P.V.C. Pipe of PRINCE / SUPRIME / ASTRAL / FINOLEX make ISI approved brand pipe dia. 15 mm specified dia. Nominal bore shall confirm to (SCH-40).The C.P.V.C. fittings, clamps etc. Required for specified dia.CPVC pipes and fittings shall be of best quality and make as approved by the Engineer-in-charge.



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Workmanship: The width and depth of the trenches for different diameters of the tubes shall be as under: For 15 to 80 mm. Dia. Tube width of trenches shall be 30 cm and depth of trenches 60 cm. If necessary depth after 750 mm, extra depth and width will be paid under separate item. At joints, the trench width shall be widened where necessary without extra payment. The work of excavation and refilling shall be done true to line and gradient in accordance with general specifications of earth work in trenches. The remaining portion of trench shall be then filled with excavated earth. The surplus earth shall be disposed of as directed. When the excavation is done in rock, the bottom shall be cut deep enough to permit the pipe to be laid and cushion of sand 75 mm. In case of bigger diameter of tube where the pressure is very high, thrust bock of cement concrete 1:2:4 (1 cement : 2 coarse sand : 4 graded stone aggregate of 20 mm. Nominal size) shall be constructed on all bends to transmit the hydraulic thrust without imparing the ground and spreading it over a sufficient area if so specified Cutting, Laying and Jointing : When the pipes are to be cut or rethreaded, the end shall be carefully filed out so that no obstruction to bore in offered. The ends of the tubes shall then be threaded conforming to the requirements of I.S. 554-1955 with pipe dies and taps carefully in such a manner as will not result in slackness of joints when the two pieces are screwed together. The taps and dies shall be used only for straightening screw threads which have become bent or damaged and dies shall not be used for turning of the threads so as to make them slacks as the latter procedure may not result in watertight joints. The screw threads for tube and fittings shall be protected from edge unit they are fitted. In jointing the pipes, the inside of the socket and the screwed end of the tubes shall be oiled and smeared with white or red lead and whole tight material / taflon tap wapping around with a few turns of fine spun yarn round the screwed end of the tube. The end shall then be tightly screwed in the socket, tees etc. With a pipe wrench. Care shall be taken that all pipes and fittings are properly jointed so as to make the joints completely water tight and pipes are kept at all times free from dust, and dirt during fixing. Burr joints shall be removed after screwing. After laying, the open ends of the pipes shall be temporarily plugged to prevent access of water, soil or any other foreign matter. Testing of joints : After laying and jointing, pipes and fittings shall be inspected under working conditions of pressure and flow. Any Joints found leaking shall be redone, and all leaking pipes removed and replaced without extra cost. The pipes and fittings as they are laid shall be tested to hydraulic pressure of 6Kg./sq. Cm. The pipe shall be slowly and carefully charged with water allowing all air to escape and avoiding all stock and water hammer. The draw off takes and Stop cock shall then be closed and specified hydraulic pressure shall be applied gradually. The pressure gauge must be accurate. The pipes and fittings shall be tested section as the work of laying proceeds keeping the joints exposed for inspection during the testing.



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Testing of pipe lines fittings and joints include for providing all plant and appliances necessary for obtaining access to the work to be tested and carrying out the tests. The item includes CPVC pipe with screwed socket joints, together with all fittings (such as bends, sockets, springs, elbows, tees, crosses short pieces, clamps and plugs unions etc.) And fixing complete with clamping wall-hooks, wooden plugs etc. And also cutting, screwing and waste and for making forged (or hand made) bends on piping as required. Connector shall be inserted, where required or directed. The rate also includes cutting through walls, floors etc.

4.38 P & F CPVC PIPES-25MM DIA Providing and fixing CPVC ASTRAL /Finolex/ Prince pipes, having thermal stability for hot and cold water supply including all CPVC ASTRAL /Finolex/ Prince plain and brass threaded fittings including fixing the pipe with clamps at 1 m spacing.This includes jointing of pipes and fittings with one step CPVC solvent cement and the cost of cutting chases and making good the same including testing of joints complete as per direction of engineer in charge. Concealed work including cutting chases and making good the wall etc. 25 mm nominal outer dia Pipes. basic rate Rs.50 per Rmt. Location where work is to be carried out:

1. The piping from tank to bathroom, w/c and urinal. The relevant specification of above except 25 mm dia shall be followed

4.39 G.M. Wheel valve of 25 mm dia. Providing & Fixing approved best quality I.S.I. approved heavy G.M. Wheel valve of 25 mm dia valve..Zoloto make. basic rate Rs.475 per No. Location where work is to be carried out:

1. wheel valve are to be provided as per requirement. G.M. wheel valve of 25 mm dia shall be Zolto confirming to IS shall be got approved before collecting on site. Inner surface of valve shall be smooth and spindle shall proper get fixed on seal. It shall be leak proof and tested quality as per I.S.778-1964. Wherever G.M. wheel valve is provided below G.L. it shall be housed in a chamber with cover.

4.40 G.M. WHEEL VALVE OF 50 MM DIA Providing & Fixing approved best quality I.S.I. approved heavy G.M. Wheel valve of 50 mm dia valve.Zoloto make. basic rate Rs.950 per Rmt.



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Location where work is to be carried out: 1. G.M wheel valve is to be provided as per requirement.

4.41 WATER PROOFING WITH CHINA MOSAIC TILES Providing & laying water Proofing treatment with China mosaic tiles Flooring over 20 mm to 25 Thick waterproof c.m. (1:3) (by adding "pidiproof Lw" 200 ml. Per 50 kg of Cement bag) using Approved quality glazed Tiles pieces of required Sizes laid in line and level In necessary gradient For easy flow of rain Water from roof of any Height of quarters with Finishing (flush pointing). The top surface of chaina Mosaic with approved Quality of white cement By adding waterproof Compound. The treatment Is carried along the Vertical surface of the Parapet and other Joining wall up to height Of about 150 to 300mm in a Shape of quarter round Vatah and finishing the Adjoing surface between China mosaic and vertical Surface of the parapet. All the Material including Cement should be Brought by the Contractor at his own Cost etc complete as Directed. Contractor should give pond test for 24 hrs. Location where work is to be carried out:

1. Water proofing with china mosaic tiles are to be carried out in the terrace of buildings.

2. The base of water tank shall also be provided with china mosaic. Flooring over 20 mm to 25 Thick waterproof c.m. (1:3) (by adding "pidiproof Lw" 200 ml. Per 50 kg of Cement bag) using Approved quality glazed Tiles pieces of required Sizes laid in line and level In necessary gradient For easy flow of rain Water from roof of any Height of quarters with Finishing (flush pointing). The top surface of china Mosaic with approved Quality of white cement By adding waterproof Compound. The treatment Is carried along the Vertical surface of the Parapet and other Joining wall up to height Of about 150 to 300mm in a Shape of quarter round Vatah and finishing the Adjoining surface between China mosaic and vertical Surface of the parapet. Contractor should give pond test for 24 hrs. To be carried out on top of slab. Material: The glazedtiles pieces shall be of white color of best quality tiles as approved by authority. The glazing shall be uniform shade. The thickness of tile shall be 6 mm. size of tile piece shall not be more then 50 mm. Preparation of surface: Well defined if observed cracks other than hair cracks in the roof structure shall be cut to ‘V” section cleaned and filled up flush with cement-sand slurry by adding water proof compound “Pidiproof LW”. The surface of floor, part of parapet and gutters, drain mouths etc; over which the water proofing treatment is to be applied, shall be roughfen, cleaned of all foreign matter such as fungus, moss and dust by wire brushing and dusting.



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Workmanship: Item includes china mosaic flooring for water proofing treatment of slab. Before laying the bedding of C: M contractor shall be applying cement slurry on prepared surface at the rate of 2 kg/smt by adding waterproof compound “Pidiproof LW” 200ml per 50 kg of cement bag.

First of all cement mortar in CM (1:3) (1 cement 3 sand) shall be laid on floor 20 to 25 mm thick average bedding by adding waterproof compound “Pidiproof LW” 200ml per 50 kg of cement bag and laid in line & level in necessary gradient for easy flow of rain water from roof of any height of quarters or any type of building.

The gradient/ slope shall be carried out prior to the application of waterproofing treatment by cement mortar as specified in description of item.

Before laying the pieces of tiles pieces on bedding contractor shall spray dry cement/ cement slurry. finishing (Flush pointing) the top surface of china mosaic with approved quality of white cement.

The treatment shall be carried out along the vertical surface of the parapet and other joining wall up to height of about 150 to 300mm in a shape of quarter round vatah and finishing the adjoin surface between china mosaic and vertical surface of the parapet.

Required chipping for outlet shall be done for proper drain of rainwater including refixing of existing drainpipe if required.

Drain outlet shall be suitably placed with respect to the roof gradient to ensure rapid drainage and prevent local accumulation of water on the roof, surface, masonary drain mouth shall be widen sufficiently and rounded with cement mortar.

From drain outlets a groove shall be cut all round to touch the treatment.

When a pipe passes through a roof on which water proofing treatment is to be laid, a cement, concrete angle fillet shall be built round it and the waterproofing treatment taken over the fillet.

Contractor shall give waterproof test by filling water pond 150 mm deep for seven days.

Contractor shall be wash prepared waterproofing surface finally by mild acid as per instruction

4.42 SEPTIC TANK AND SOAK PIT

Construction of Septic tank shall be as per I.S. 2470. The septic tank & Soak pit for minimum 10 users shall be constructed for M.C.C. room. Soak pit shall be constructed at the location specified by the Engineer In-charge. Earthwork excavation shall be carried out to the exact dimensions. Brick masonry lining with open joints shall be constructed in the pit up to 150 mm below the outlet pipeline. Brick masonry in cement mortar 1:6 by weight shall be constructed above this level up to ground. Well burnt brick aggregates of nominal size 40 mm to 80 mm and coarse sand shall be filled within the chamber. Construction of pit lining and filling of the brick ballast shall progress simultaneously.



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4.43 SITE DRAINAGE

The contractor shall provide a site drainage system which shall comprise of the Storm Water Drainage and Foul Drainage.

4.44 STORM WATER DRAINAGE

Storm water drains adjacent to the existing and proposed roads (under this Contract) shall be sized for a rainfall intensity of 30 mm/hr, allowing for 100% runoff. Drains adjacent to roads shall be RCC (M-15) of appropriate thickness. The normal size of the drain is minimum 600 X 500 mm in depth. Depth varies as per longitudinal slope of drain. The drain portion shall be topped with suitable RCC precast slab wherever approach is required.

The storm water drainage system shall be designed to cater for the run-off from the structures, if necessary.

The rate includes cost of required excavation, PCC M15, RCC (M-15) wall and base & RCC M20 at top of appropriate thickness. The detailed specifications of excavation, PCC, CC shall be as per detailed specifications described elsewhere in this volume.

4.45 FOUL DRAINAGE

The foul drainage system shall accept discharge from toilets, washrooms, offices and shall discharge to separate septic tank and further to a soak pit, both of appropriate volumes for individual building.

4.46 CABLE AND PIPE WORK TRENCHES

Cable and pipe work trenches shall generally be constructed in reinforced concrete. However, 500 mm x 500 mm size or smaller trenches, not on fill may be constructed in 350 mm thick brick masonry (1:4) by weight. The trenches will be plastered internally with cement mortar (1: 3) by weight and externally in cement mortar (1:3) by weight

Trenches within the buildings or Plant areas shall be covered with M.S chequered plates, suitably painted and those outside the buildings shall be covered with M20 pre-cast R.C.C covers. The trenches shall be suitably sloped to drain rainwater.

Layout of trenches outside the buildings shall allow space for construction of future trenches where necessary with due consideration for planning for future developments. This aspect shall be brought to the notice of Engineer In-Charge while planning the works.



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4.47 PVC WATER STOPS

PVC water stops shall be either of the bar type, serrated with centre bulb and end grips for use within the concrete elements or of the surface (kicker) type for external use. The width of the water stop shall be 200 mm.

PVC water stops shall be of approved manufacturer. Samples and the test certificate shall be got approved by the Engineer In Charge before procurement for incorporation in the works. Workmanship

Water stops shall be cleaned before placing them in position. Oil or grease shall be removed thoroughly using water and suitable detergents.

Water stops shall be procured in long lengths as manufactured to avoid joints as far as possible. Standard L or T type of intersection pieces shall be procured for use depending on their requirement. Any non-standard junctions shall be made by cutting the pieces to profile for jointing. Lapping of water stops shall not be permitted. All jointing shall be of fusion welded type as per manufacturer's instructions.

Water stops shall be placed at the correct location/level and suitably supported at intervals with the reinforcement to ensure that it does not deviate from its intended position during concreting and vibrating. Care shall also be taken to ensure that no honey-combing occurs because of the serrations/end grips, by placing concrete with smaller size aggregates in this region. Projecting portions of the water stops embedded in concrete shall be thoroughly cleaned of all mortar/ concrete coating before resuming further concreting operations. The projecting water stop shall also be suitably supported at intervals with the reinforcement to maintain its intended position during concreting so as to ensure that it does not bend leading to formation of pockets. In addition, smaller size aggregates shall be used for concreting in this region also.

4.48 RAILINGS

Material: Hot rolled steel sections for the fabrication of railings shall conform to IS:7452.

Workmanship

All railings shall be provided with necessary hold fast for fixing in the walls or other elements including welding, grouting etc.

The railings shall be made from MS flats/round/square bars having consumption of 30kg (minimum) weight per sq. meter area, including proper welding in joints, grinding, painting etc. complete.



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4.49 G.I. PIPE RAILING

The specification lays down the requirement of material, labour for fixing G.I pipe railing.

Materials Posts

The post shall be MS angle of 65mm x 65mm x 8mm of 1.15m height. The same shall be fixed to the bottom slab firmly at 1.85m distance. Railing

For railing the G.I pipes of medium duty of 25mm nominal dia. and 3 numbers of rows are to be provided. The G.I pipe shall pass through the vertical post. For circular railing the pipes shall be carefully bent along the curvature and the same shall have no kinks. Painting

The railing shall be painted by means of appropriate type of paints such as synthetic enamel paint three coats for M.S and G.I materials.

All the materials fabricated as per specified sizes etc. shall be transported to site of work by the contractor at his own risk and cost. The vertical posts shall be fixed to the bottom slab etc. firmly by means of hold fasts of adequate size or as directed by the Engineer in-charge. The horizontal pipes shall be in parallel rows at specified distance. Painting shall be carried out after final erection is completed. The work shall be carried out to the entire satisfaction of the Engineer-in-charge.

4.50 PROVIDING AND FIXING M.S. LADDER

Sturdy MS ladders, 450 mm wide, using angle iron 65mm x 65mm x 8mm size and 20 mm MS bars at 25 cm c/c with necessary supports of same angle iron as directed including hand railing on both sides with 25mm dia GI pipes with angle iron props at 2 m intervals and 0.50 m height with two coats of non-poisonous anticorrosive bituminous paint. It shall include the cost of all material, skilled and unskilled labour, fabrication, transportation, painting etc. MS Chequered Plate M.S. Chequered Plate shall confirm to IS: 3502:1994

Material

General requirements relating to the supply of chequered plates shall conform to IS 8910:1978.



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Steel for the chequered plates shall conform to the requirements of Grade A of IS 2062:1992 or 1977:1975.

Workmanship

Chequered plates shall be fixed to supporting members by tack welding or by countersunk bolts as shown/specified in relevant drawings and/or as approved by the consultant / owner. The edges shall be made smooth and no burrs or jagged ends shall be left. While splicing, care should be taken so that there is continuity in pattern between the two portions. Care should also be taken to avoid distortion of the plate while welding. The erection of chequered plates shall include:

i. Welding of stiffening angles/vertical stiffening ribs ii. Cutting to size and making holes to required shape wherever necessary to allow

service piping and/or cables to pass through iii. Splicing as shown in relevant drawings to be prepared by the contractor iv. Smoothening of edges v. Fixing of chequered plates by tack welding or by countersunk bolts vi. Providing lifting hooks for ease of lifting.

As erection progresses, the work shall be securely bolted to take care of all dead load, wind, seismic and erection stresses.

No riveting or welding or final bolting shall be done until the structure has been properly aligned and approved by the consultant / owner. No cutting, heating or enlarging of the holes shall be carried out without the prior written approval of the consultant / owner.

Test certificates shall be furnished by the Contractor.

4.51 FALSE CELLING ( GYPSUM BOARD ) Location where work is to be carried out:

1. In Control Room (on 1st Floor)

False Ceiling (Gypsum Board) Providing and fixing ½” thk. Gypsum India board false ceiling. From FFL. Rate shall be inclusive of all Gypsum India components contained G.I. perimeter channels of size 0.55 thick having one flange of 20mm and another flange of 30mm and a web of 27mm along with perimeter of ceiling, screw fixed to brickwall/partition with the help of nylon sleeves and screws, at 610mm centres. The suspending G.I.intermediate channels of size 45mm, 0.9mm thick with two flanges of 15mm each from the soffite at 1220mm centres with ceiling angle of width 25mm x 10mm x 0.55 thick fixed to soffite with G.I. cleat and steel expansion fastners at every 610mm c/c. Ceiling sections of 0.55mm thickness having knurled web of 51.5mm and two flanges of 26mm each with lips of 10.5mm are then fixed to intermediate channel with the help of connecting clip and in direction perpendicular to the intermediate channel at 457mm centres. 12.5mm tapered edge Gypboard is then screw fixed to ceiling section



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with 25mm drywall screws driver or drilling machine with suitable attachment. The boards are to be jointed and finished so as to have a flush look which includes filling and finishing the tapered and square edge of the boards with jointing compound & joint paper tape. Rate shall be inclusive of Cut outs for A/c machiness, spot lights, light fixtures, A/C. Grills, fire and security systems cut outs, All Sections should adhere to the manufacturers guidelines. Vertical sides visible will be measured.

4.52 TOILET FACILITY

The toilet facilities for MCC building shall include at least : 1 Nos. Water closets with coloured porcelain Orissa pan minimum 580 mm long with flushing cistern of 10 litres capacity. 2 Nos. Urinals of sizes 600 mm x 400 mm x 300 mm flat back type in coloured porcelain separated by a marble partition of size 680 mm x 300 mm. (12 mm thick) 1 Nos. wash basins of size 550 mm x 400 mm in coloured porcelain with inlet, and outlet arrangements. 1 Nos. mirror of size 450 mm x 600 mm wall mounted type fitted over wash basins. 1 Nos. plastic liquid soap bottles 1 Nos. chromium plated brass towel rods minimum 750 mm long. All stopcocks, valves and pillar cocks shall be heavy duty chromium plated brass. All fittings such as `P’ or `S’ traps, floor traps, pipes, down take pipes etc. The sewage from toilet blocks shall be led to a septic tank.

4.53 GENERAL All staircases shall be provided with 40 NB (M) M.S. pipe hand railing for vertical support and 25 NB M.S. railing for horizontal support including painting.

The reinforced concrete roofs shall be made waterproof by application of an approved China Mosaic flooring. The finished roof surface shall have adequate slope to drain quickly the rainwater to R.W down take inlet points.

For roofing drainage, down take PVC pipe of ISI mark of suitable diameter of 4 Kg/cm2 pressure use with necessary specials shall be provided. For roof areas up to 100 Sq. M. minimum two nos. of 100 mm diameter down take PVC pipes shall be provided. For every additional area of 100 Sq. M. or part thereof, at least one no. 100 mm dia. down take PVC pipe shall be provided.

Top surfaces of Chhajja and canopies shall be made waterproof by providing a screed layer of adequate slope or application of an approved roof membrane and sloped to drain the rainwater. Chhajja, canopies and roof projections shall have drip moulds.

All doors, windows, rolling shutters shall have lintels above. Chhajja protection to lintels on external walls shall be such as to prevent the rainwater splashing into the building.

All concrete channels and ducts used for conveying liquid shall have inside finish of type F2. The width of concrete channels shall not be less than 500 mm. All open channels shall be provided with hand railings.



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Kerbs to be provided below the hand railing on the catwalks / pathways should be as per relevant sections of Factory Act.

All rooms in the buildings shall be provided with appropriate signboards indicating the function of the rooms involved.

The design of buildings shall be suitable for the climatic conditions existing on site. Buildings shall as far as is possible permit the entry of natural light. Emergency exit doorways with Signboards shall be provided from all buildings in order to comply with local and international regulations. Stairways and paved areas shall be provided at the exit points.

The side walls of buildings shall comprise at least 15% ventilated brickwork or

louvers. Ventilated brickwork or louvers shall not be used where the ingress of driven rain could affect equipment or stored materials.

All the building shall be provided with overhead water tank of suitable size with all the necessary outlets – inlet connection, U.G. sump, suitable domestic type motor pump set etc. complete. The required doors/ windows/ rolling shutters/ ventilators shall be provided as per the description given in the drawings. All the external doors and windows shall be provided with MS Grills of required pattern.

Enough Natural draft Exhaust fan to be fix in pump house building

Water proofing compound in concrete should be used for better durability of concrete of slab, sump & water bearing structure

4.54 TECHNICAL SPECIFICATIONS FOR PEDESTAL, THRUST BLOCK & CROSSING STRUCTURE:

Design & Constructing of Pedestal :

a) As per site situation & availability of space select the pedestal type.

b) This item includes excavation, concreting, reinforcement, anchor strip/rod, including all

materials, labour, etc. complete.

Designing and Constructing of thrust block a) As per design requirement construction of thrust block including all materials & labour b) This item includes excavation, concreting, reinforcement, anchor strip/rod, etc. completed. RCC thrust blocks of adequate size and shape in required grade shown in the drawing shall be provided on bend for anchorage as per design requirement to transmit the



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hydraulic thrust / force to the ground, spreading over a sufficient area, depending upon the type of soil met with. Thrust blocks shall be provided for both horizontal and vertical bends wherever required in the pipeline to effectively transfer the hydrostatic thrust developed to the surrounding ground. Designing and Constructing of Crossing Structure Probable structure crossing list as below, but not limited to that.

1) 1 no Cable Trench crossing at Ch 240m near pump house

2) 2 Nos. compound wall crossing

3) 1 No drain crossing

4) 3 Nos road crossing

5) 1 No Canal crossing (Canal crossing bridge already exist but bidder should confirm the strength of existing bridge & available space for laying of new pipes however if

any strengthening/modification/new construction required than all cost shall be

include it)

Note: if any statutory permission required for strengthen/modification/new construction on canal crossing bridge for laying pipes/removing of pipes than it shall be obtained by the Contractor. Encasing of pipeline with the reinforced concrete of desired grade shall be done as per design requirement for all the drain crossing structure and as directed by the Engineer In-charge. Points to be corrected

1. Page No 1/127 Point No 1.3 (1) – PL. Correct finished ground level 82.20 as a 0.00 M instead of 141.63 M

2. Page No 15 & 16 /127 Point No (d)– Pl. Replace specification of ordinary bricks by fly ash bricks.

3. Page No 22 & 23/127 Point No 2.1.19 - Pl. Replace specification of ordinary bricks by fly ash bricks.



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4. Page No 31/127 Point No 2.1.26 – Please replace specification of Bitumen felt by China Mosaic.

5. Page No 45/127 – Point No 3 – Add soil strata ----- Soft rock & Hard rock.

6. Page No 88/127 Point No 4.15 – Specify location of steel doors and windows.

7. Page No 92/127 Point No 4.18 – Pl. specify location of Aluminum Section of window.

8. Drawing of Pedestal support for pipe – Please correct grade of concrete 1:2:4 by M25.

section – iv technical specifications and broad scope of … office... · 2017-07-19 · is 1080...

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