estimation & quality control of residential...

SCHOOL OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING

ESTIMATION & QUALITY CONTROL OF RESIDENTIAL G+3 BUILDING

Project work submitted in partial fulfillment of the requirement for the award of the degree

In

BACHELOR OF TECHNOLOGY IN

CIVIL ENGINEERING

SUBMITTED BY

M. VAMSI KRISHNA (107Z1A0132) M. RAJEEV NETHA (107Z1A0135)

J. CHIRANJEEVI (107Z1A0119) D. ABHISHEK (107Z1A0112)

Under The Guidance Of

Mrs. K. HEMALATHA Mr. CH. RAJASEKHAR Assistant Professor Project Manager NNRESGI GALCON

APRIL 2014.

DECLARATION We hereby declare that we carried out the project work presented in this report in partial

fulfillment for the award of the degree of Bachelor of Technology during the academic year

2013-14 in the Department of Civil Engineering, School of Engineering, Nalla

Narasimha Reddy Education Society’s Group of Institutions affiliated to Jawaharlal

Nehru Technological University Hyderabad.

We solemnly declare that to the best of our knowledge, no part of this report has been

submitted here or elsewhere in a previous application for the award of a degree. All sources

of knowledge used have been duly acknowledged.

PROJECT MEMBERS

M. VAMSI KRISHNA (107Z1A0132) M. RAJEEV NETHA (107Z1A0135)

J. CHIRANJEEVI (107Z1A0119) D. ABHISHEK (107Z1A0112)

NALLA NARASIMHA REDDY EDUCATION SOCIETY’S GROUP OF INSTITUTIONS

SCHOOL OF ENGINEERING

DEPARTMENT OF CIVIL ENGINEERING

2014 APPROVAL CERTIFICATE

This is to certify that the project entitled “ESTIMATION & QUALITY CONTROL OF

RESIDENTIAL G+3 BUILDING” carried out by

M. VAMSI KRISHNA 107Z1A0132 M. RAJEEV NETHA 107Z1A0135

J. CHIRANJEEVI 107Z1A0119 D. ABHISHEK 107Z1A0112

Has been read and approved for meeting during part of the requirements and regulations

governing the award of the Bachelor of Engineering (Civil) degree of Jawaharlal Nehru

Technological University, Hyderabad, and Andhra Pradesh, India.

…………………………………. …..………………….. K. HEMA LATHA Date (INTERNAL GUIDE)

……………………………………… …….………………….. Dr. G. SUBBA RAO Date (PROF& HEAD OF THE DEPARTMENT)

………………………………………………. ………………………... (EXTERNAL EXAMINER) Date

ACKNOWLEDGEMENT

We wish to express our sincere thanks to Dr. C.V. Krishna Reddy, Director -

NNRESGI and Dr. G. JanardhanRaju, Dean - School Of Engineering, NNRESGI for

providing us with all the necessary facilities and their support.

We acknowledge our profound gratitude and sincere thanks to our external project

guides Mr. CH. RAJASEKHAR, Project Manager, GALCON, for his insightful guidance,

encouragement and constant support throughout the course of the project without which its

completion would not have been possible. Our association with him throughout this work was

a great process of learning.

We place on record, our sincere thanks to, Dr. G. Subba Rao, Professor and Head

of Department of Civil Engineering for his whole hearted co-operation, providing excellent

lab facility, constant encouragement and unfailing inspiration.

We also thank our internal guide Mrs. K. Hema Latha, Assistant Professor,

Department of Civil Engineering. We are extremely grateful and indebted to her for sincere

support and encouragement extended to us.

We take this opportunity to record our sincere thanks to all the Faculty of the

Department of Civil Engineering for giving timely suggestions during the progress of the

project work.

Finally, we would like to thank our parents who have always encouraged us to do

our best.

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TABLE OF CONTENTS

S.No.

Title

Page No

1

INTRODUCTION

2-6

2

ESTIMATION & TYPES OF ESTIMATION

7

3

DETAIL ESTIMATION & TYPES

7-11

4 WORK PROGRAMME DETAILS

excavation 12

form work

13

reinforcement

14-25

concreting

26-37

compaction & backfilling

38

5 QUALITY CONTROL 48

6 MATERIAL MANAGEMENT 71

7

PHOTO GALLERY

73-77

8

SUMMARY

78

9

CONCLUSION

79

10

REFERENCES

79

ABSTRACT

An estimate is a computation of the quantities required and expenditure likely to be incurred

the construction of a work. In any construction project, the probable cost of construction

which is known beforehand is known as the estimated cost. And hence it is quite essential for

the arrangement of financial resources for the completion of any construction project.

In this project, the main aim was to find out the detailed estimate of quantities of all the

structural aspect of G+3 building. The Sunway Opus Grand Neville is a result of a joint

venture between Sunway City of Malaysia and Opus of Hyderabad, India.

It also aims in finding out the probable cost, or the estimated cost of the project based on the

computation of these quantities.

The structural aspects considered for the estimation of quantities are earthwork in excavation

and backfilling, concrete work in foundation and in R.C.C structures such as beams,

columns, slabs, staircases etc., steel reinforcement in beams, columns and other R.C.C

structures and brickwork in superstructure.

The computation of quantities was carried out based on the drawings of various structural

elements, such as the each floor plan, footings and columns layout, beams layout, staircases

layout, footing specifications and column specifications, which have also been provided in

this document.

These details provide an idea for requirement of quantities for a particular project and also

the likely expenditure which would be needed to be arranged .This documentation also

provides the abstract of the estimated cost for the structural aspects.

CHAPTER-1 INTRODUCTION

1

INTRODUCTION

The Sunway Opus Grand Neville is a result of a joint venture between Sunway City of

Malaysia and Opus of Hyderabad, India.

Sunway City is one of Malaysia‟s best-known and well-diversified conglomerates, with

interests in property development, leisure, entertainment, hospitality, conventions,

education and healthcare.

Opus is a leading consortium of builders and property developers in Hyderabad, India.

With a collective experience of over 100 years, Opus is a name that stands for solid

expertise.

The Grand Neville-Phase 2 is a one-of-a-kind project. A refreshingly new residential

township spread across 9.4 acres of lush landscape and the first to introduce a „concept‟

into every construction: Giving you absolute choice to live in either single, duplex or

three-storey villas- all of which are „corner‟ villas, with sizeable space outside your front

door.

Project Details:

52, 3 – storey with the convenience of a lift

Enhanced privacy – absolutely no shared walls anywhere

Every villa is a corner villa

Amazing natural ventilation of living spaces

Safe, secure covered car park

Resort style club house: Designed to cater to varied lifestyles and deliver maximum

utility, the Resort – style clubhouse at Neville has been specifically conceptualized in

keeping with Indian ethos and values.

A completely enclosed indoor swimming pool to provide total privacy.

2

STANDARD VILLA

Artist‟s impression of a corner villa

STRUCTURE SPECIFICATIONS:

Frame R.CC Frame

Internal and external walls clay bricks/r.c.c. walls.

Villa types:

2 BHK Typical floor plans:

3

3 BHK Typical floor plans:

PROJECT BRIEF

CONTRACT DETAILS:

Contract Sum: Rs. 27, 90, 95,400

Date of site possession: 17th Sep, 2012

Expected date of completion (As per Contract): 16th June, 2014

SITE DETAILS:

TOTAL AREA OF PROJECT SITE - 5.5 acres – 22, 258 sqm

4

SEISMIC ZONE – ZONE 2

SAFE BEARING CAPACITY OF SOIL – 300 N/mm2

WORK

As an intern with GIPPL at the Sunway Opus Grand-Neville project, I was trained in the

duties of a site engineer encompassing site supervision and quality control of which the

major time was spent on site supervision. Part of my assignment was to take out

quantities of shuttering, concreting and reinforcement in order to prepare the bills. I was

majorly stationed at, but not limited to, E-Block, which was at the foundation-stage

initially as I joined and thus a logical place to start.

BLOCK DETAILS:

Plinth area of E-block = 1728 sq.m.

Control Benchmark Reduced Level = 567.85 m

Total Footings – 89

Isolated Footings – 85

Raft (lift) Footings – 4

Shorter span length = 2.425 m

E-block levels as per drawing:

Basement level = 566.5

Landscape level = 567.5

Ground floor level = 569.7

1st floor level = 573.0

2nd floor level = 576.3

Roof terrace level = 579.6

Listed below are details of various stages of construction works, as followed on site,

which I supervised along with the site engineers.

ESTIMATION

ESTIMATION

An estimate is defined, as computation or calculation of the required quantities of

finished items of work and its expenses (cost) likely to be incurred for its construction.

The main object of estimate is to know the required quantity of material, labour and cost

before actual execution .It helps an engineer to plan the construction work, for quick and

proper construction with required quality.

TYPES OF ESTIMATES:

In general, the estimate can be divided into the following three types.

They are:

Approximate estimate.

Detailed estimate.

Abstract estimate.

DETAILED ESTIMATE:

It is a accurate estimation in which, each item of work (Earth work, cement concrete etc.,)

is worked out separately. The dimensions such as length, width, depth/height are

accurately taken from the concerned drawings (plans, sections, elevations) of the

proposed project .All the similar items of works are grouped at one place to sum the total

contents. The dimensions are written and calculated accurately in the prescribed format.

Item

no

Description

of work

No Measurements Contents

(quality)

Total

quality

1

2 3 4 5 6

length width

height/depth

7 8

TYPES OF DETAILED ESTIMATE:

They are two types of detailed estimation

long wall method

short wall method

LONG WALL:

Item

no:

Particulars

of items

No. Length Breadth Height

or depth

Quantity Explanatory

note

1.

Earthwork

in

excavation

in

foundation-

Long

walls…

Short

walls…

2.

Lime

concrete in

foundation-

Long

walls..

Short

walls..

3.

1st class

brick-work

in 1:6

cement

mortar in

foundation

and plinth-

Long

walls..

1st footing..

2nd footing.

3rd footing.

4th footing.

Plinth wall

above

footing.

Short

walls-

1st footing.

2nd footing.

3rd footing.

4th footing.

Plinth wall

above

footing

4.

Damp

proof

course

2.5cm

thick c.c-

Long

walls.

Short

walls..

Deduct

door sills.

5.

1st class

brick-work

in lime

mortar in

super

structure

Long

walls.

Short

walls.

Deduct-

Door

openings

Window

Openings..

Sheleves..

Lintels

over

doors..

Lintels

over

windows.

Lintels

over

shelves..

SHORT WALLS:

Item

no:

Particulars

of items

No. Length Breadth Height

or depth

Quantity Explanatory

note

1.

Earthwork

in

excavation

in

foundation-

2.

Lime

concrete in

foundation-

3.

1st class

brick-work

in 1:6

cement

mortar in

foundation

and plinth-

1st footing..

2nd footing.

3rd footing.

4th footing.

Plinth wall

above

footing.

4.

Damp

proof

course

2.5cm

thick c.c-

Deduct

door sills.

5.

1st class

brick-work

in lime

mortar in

super

structure

Deduct-

Door

openings

Window

Openings..

Sheleves...

WORK

PROGRAMME

DETAILS

WORK PROGRAMME DETAILS

EARTHWORK EXCAVATION:

Soils are the most complex of all engineering materials, and the excavation of soil is the

most hazardous of all construction occupations. Soil type is used by construction workers

to properly excavate the ground for utility and other purposes. Different methods of

construction are permitted that include sloping, shoring, shielding, and benching of the

soil for protection. We employed sloping for soil excavation here on site.

SCOPE: Covers the activity of Earthwork Excavation for foundations under floors.

MANPOWER:

Engineer – As required

Surveyor – As required

Supervisor – As required

Labour – As required

EQUIPMENT:

Total Station

Levelling instrument

Proclain

JCB Backhoe

Tippers

Compactor

METHODOLOGY:

The boundary lines will be marked with the help of total station as per co-ordinates

mentioned in drawings.

Pre levels will be taken at 5 to 15m interval (or) as directed by Engineer in charges in

both direction (x-axis & y-axis).

The levels will be plotted on plan and the same may be recorded in field books. It will be

signed by both contractor and engineer.

Excavation will be done by mechanical means (i.e. proclaim and tippers)

Excavated earth will be disposed in location as directed by engineer in charge.

The location of blocks will be once again verified with the help of total station after

completion of excavation to start the next activity.

If there is any minor variation, it will be dressed by manual means.

11

FORMWORK:

SCOPE: Covers the activity of formwork for foundations, plinth beam, columns and

slab.

MANPOWER:





EQUIPMENT:

Shuttering Plates

Adjustable Props

METHODOLOGY:

Formwork for footings, plinth beam, columns, beams and slabs for shuttering will

be M.S. Plates (Fabricated with M.S. Sheet and M.S. Angles)

The shutters shall be made free from dirt and dead mortar.

Appropriate shutter releasing oil shall be applied all over the shutter.

All the joints of the shutters are pasted with 3mm foam to avoid slurry leakage.

Adequate support is provided to formwork to maintain the alignment, verticality at

the time of concrete.

Alignment, verticality of formwork shall be checked.

All dimensions and levels of the formwork shall be as per the drawings.

For facilitating concreting and for inspection, a staging with working platform

shall be provided.

To check the verticality, a plumb bob weighing 1kg tied to a binding wire shall be

made to fall from top.

To avoid slurry leakage, 3mm foam shall be pasted on the face of the shutters as

well as on all the joints of the shutters.

12

REINFORCEMENT:

SCOPE: Covers the activity of reinforcement for foundations, columns, plinth beams and

slabs.

MANPOWER:





EQUIPMENT:

Rod cutting machine

Rod bending machine

METHODOLOGY:

After receiving G.F.C (Good for Construction) drawings from the client, B.B.S

may be prepared as per drawings and it should be submitted to client.

After getting required approval from the client, cutting, bending, and tying of

reinforcement steel will be done as per approved B.B.S & drawings.

Bar bending and cutting machines shall be used for bending and cutting of steel.

All laps in reinforcement shall be in accordance with the drawings and shall be

provided in the “Lap Zone” as indicated in the drawings.

Bars shall be firmly fixed using 18 gauges annealed steel binding wire.

Binding wires shall be bent inwards and loose ends out, so that they do not

protrude out of concrete.

Clear cover of 15mm to 50mm to all outer reinforcement shall be maintained or as

shown in drawings.

13

PREPERATION OF BBS AND REORD OF CONSUMPTION:

Prepare bar bending schedule from approved, latest revised drawings and check

for error/inconsistencies and take approval from consultant/client.

Plan and check for fix ability and sequence of fixing.

Plan intelligent cutting from full length bars by preparing cutting length.

Cutting length shall be worked out after considering bend effect.

Check the bent shapes for dimensional accuracy against full scale template and get

approval from client.

Keep painted specimen bars for comparison with production.

Use cut pieces for ancillary works and record consumption.

GROUND FLOOR QUANTITES:

17

PLINTH BEAM QUANTITES:

18

FOOTING REINFORCEMENT:

19

SLAB REINFORCEMENT:

23

FIXING OF REINFORCEMENT:

Avoid substitution of bars, if unavoidable check for over consumption.

Do not use tack weld at cross points.

Avoid excessive chairs. Arrive at optimum spacing of chairs by trials.

Use cut pieces/welded scraps for chairs. Avoid using full length bars for making

chairs.

Use spider beam to lift heavy cages.

Check spacing's, number of bars, location of bars etc. before start of concrete.

Fix the bars accurately with specified cover of size and grade.

Plan best fixing sequence to achieve accuracy and to accommodate form work,

void formers, starter bars etc.

Ensure inspection of reinforcement fixing intermittently to avoid redoing.

Avoid large time gap between the concrete pours to prevent deterioration of

projected reinforcement.

24

CONCRETING:

SCOPE: Covers the activity of concreting for foundations, plinth beams, columns and

slabs.

MANPOWER:


Surveyor - 1



EQUIPMENT:

Concrete vibrators

METHODOLOGY:

During concreting:

Before concreting commences, proper access and working platform for workers

involved in placing, compacting and finishing shall be ensured.

40mm immersion type needle vibrator shall be used for compaction of concrete.

Effective distances between the reinforcement shall not be disturbed while

concreting.

Corrective action shall be immediately taken in case of loosening of supports and

fixings due to vibrations transmitted to the formwork.

Concrete shall be laid up to the required levels as per drawing (GFC)

After Concreting:

Once the concreting is complete, the verticality shall be checked.

If any deviations are found, then the supports shall be adjusted and shall be

straightened.

De-shuttering:

After 12-24 hrs. of casting the concrete, de-shuttering shall be done by loosening

the nut bolts. The frames shall be smoothly struck, so that the concrete edges are

not damaged.

All the ties, supporting arrangements should be loosened and removed gradually.

Use of crowbars to open the forms shall be avoided at all costs.

On removal of frames, the formwork shall be carefully lowered and not dropped

and damaged.

Panel faces shall be carefully removed and lowered.

25

Formwork as soon as removed shall be cleaned with a stiff brush and immediately

lowered and stacked neatly over the ground at the allotted area.

Dust, dirt shall be removed.

Damaged formwork shall be sorted out and immediately repaired before re-use.

Loose mailing, soldiers etc shall be stored with respective panels after numbering

for proper match when re-used.

Bolts, nuts, clamps and ties shall be stored in separate bins and boxes.

CURING:

Quality of water: Rain water, fresh water and bore water can be used. However,

salty/sea water cannot be used.

Curing shall be commenced on immediate removal of formwork.

Curing shall be done by applying wet jute bags, sprinkling.

Sampling and Testing Concrete in the field:

Facilities required for sampling materials and concrete in the field, if Engineer-in-charge

so desires, shall be provided by contractor at no extra cost. The following equipment with

operator shall be made available at Engineers request (all must be in serviceable

condition):

1

Cast iron cube moulds 15cm, size

24

nos.(min)

2

Slump cone complete with tamping rod

2 sets

3

Lab. Balance to weigh up to 5kg with sensitivity of

10gm 1 no.

4

Laboratory balance of 2kg. capacity and of sensitivity of

1gm 1 no.

5

I.S. sieves for coarse and fine aggregates

1 set

6

A set of measures from 5ltrs. To 0.4 ltrs.

set

7

Electric over with thermostat up to 120 degree C.

1 no.

8

Pycenometer

1 no.

26

9

Calibrated glass jar 1 litre capacity

2 nos.

10

Glass flasks and metal containers

As required

11

Concrete cube testing machine

1 no.

BRICK WORK:

29

Deductions

Qty in

Cum

Qty in sqm

Columns 7 0.45 2.7 0.23 1.956 8.505

2 0.45 3.0 0.1 0.270 2.700

Openings D1 1 2.1 1.1 0.1 0.231 2.310

D2 4 2.1 0.75 0.1 0.630 6.300

D3 4 2.1 0.9 0.1 0.756 7.560

SD1 1 3.3 2.55 0.1 0.842 8.415

W 28/B1 1 2.7 0.6 0.23 0.373 1.620

1

W11/B1 1 2.7 1.35 0.23 0.838 3.645

W19/B & B1 1 2.55 0.6 0.23 0.352 1.530

W13/B&B1 1 2.4 1.5 0.23 0.828 3.600

W22/B1 1 1.4 1.75 0.23 0.564 2.450

W9/B1 1 1.8 3.1 0.23 1.283 5.580

W21/B1 2 1.4 1.75 0.1 0.490 4.900

WL3/B1 1 2.7 1.85 0.1 0.500 4.995

W4/B1 1 2.7 1.25 0.23 0.776 3.375

W26/B1 1 2.55 0.75 0.23 0.440 1.913

11.13 69.40

Projections

1 3.45 3.2 0.07 0.77

2 3.75 3.2 0.07 0.84

3 0.6 3.2 0.07 0.13

1.747

30

Deductions in Projections

1.5 2.7 0.07 0.2835

0.7 2.7 0.07 0.1323

0.4158

ABSTRACT:

31

PLASTERING QUANTITES:

33

ABSTRACT:

34

BACKFILLING:

SCOPE: Covers the activity of quarry dust filling, earth filling in the trenches of

foundations, plinth, under floors in all towers.

MANPOWER:

Engineer: As required

Supervisor: As required

Labour: As required

EQUIPMENT:

1MT mechanical vibratory compactor (Diesel Operated)

Levelling instrument

Rapid moisture meter

Field density core cutter with dolly and hammer

Types of backfilling:

Dry fills

Cement rock fills

Hydraulic sand fill

Paste back fill

Dry fills:

Generally consists of surface sand, gravel, open pit waste rock, underground waste rock,

smelter slag generally unclassified except to remove large boulders usually transported

underground by dropping down a raise from surface directly into a slope or to a level

where it is hauled to a slope with an LHD or trucks.

Usually contains some adsorbed surface moisture.

Suitable for mechanized cut and fill or Avoca or other method where structural backfill is

not required.

Cement rock fills:

Generally consist of waste rock mixed with cement slurry to improve the bond strength

between the rock fragments. Methods of placement involve mixing the rock and cement

slurry in a hopper before placing in slopes, or percolating slurry over the rock after it has

been placed.

The waste rock can be classified or unclassified.

CRF contains a mixture of coarse aggregate (<150 mm) and fine aggregate (<10 mm

fraction). The ideal gradation is one which minimizes the void space.

Cement slurry concentration is approximately 55% by wt. (1.2:1 water: cement ratio)

Suitable for long hole open sloping, undercut and fill, and other methods where a

structural fill is required.

Hydraulic sand fill:

Hydraulic sandfill can consist either of classified mill tailings (Westmin-Myra Falls) or

naturally occurring sand deposits mined on surface (Detour Lake Mine). Hydraulic

sandfill is prepared by dewatering the mill tailings stream to a pulp density of

approximately 65-70% solids (depending on S.G) and then passing it through hydro

cyclones to remove the "slimes" and retain the sand fraction for backfill. Slimes are

removed to improve the percolation rate of the backfill. The backfill mixture is

hydraulically pumped from surface through a network of pipes and boreholes to the slope.

Sand obtained from surface borrow pits will be screened prior to use in a backfill plant to

remove oversize particles that could plug the backfill line.

Sandfill can be cemented or uncemented.

Paste Backfill:

Paste backfill is a high density backfill (>70% solids depending on SG).

In order to pump material at this density, a component of fines is required.

As a general rule, the fines content (<20 micron) should be a minimum of 15% by

weight

The slump of paste backfills is approximately in the 7-10 inch range

Paste backfill is pumped by piston type pumps of the same type used to pump

concrete.

Whole mill tailings can often be used to make paste backfill. The final product has

a lower void ratio so the backfill is denser.

Many mines are moving towards paste backfill because it a lower cement content

is required to gain equivalent strengths when compared to conventional hydraulic

fill.

METHODOLOGY:

The earth used for filling should be free from all roots, grass, shrubs, vegetation,

rubbish etc.

The top soil containing salts/sulphates and other foreign materials shall be

removed. The materials so removed shall be burnt or disposed off.

All lumps & cods exceeding 150mm, in any direction should be broken.

35

36

All backfilling shall be done in layers (as specified below). For site grading

filling, work layer thickness can be up to 200mm.

Each layer is to be properly spread, watered & compacted. Thickness of each

subsequent layer and rammer/compactors shall be as mentioned above.

The backfilled layers shall be well consolidated by means of rammers to atleast

90% of the standard density at OMC.

Care shall be taken while ramming near walls, columns & plinth beam sides. The

layers shall be laid at 150mm thickness.

When backfilling reaches the finished level, the surface shall be flooded with

water and allow for atleast 24 hours drying. Then the surface shall be again

compacted as specified above to avoid settlement at a later stage.

Ensure that the consolidated top layer is dressed to required slope & level.

BACKFILLING – LOCATION WISE:

To the extent available, selected surplus soils from excavated materials shall be used as

backfill. Fill material shall be free from clods, salts, sulphates and organic or other

foreign materials. All clods of earth shall be broken or removed. Where excavated

material is mostly rock, the boulders shall be broken in to pieces of size not more than

150mm, mixed with properly graded fine material consisting of murram or earth to fill up

the voids and the mixture used for the filling.

BACKFILLING IN PITS AND TRENCHES AROUND FOUNDATIONS OF

STRUCTURES, WALLS etc.

As soon as the work in foundations has been inspected and measured, the spaces around

the foundations, structures, pits, trenches, etc., shall be cleared of all debris and filled with

approved layers not exceeding as specified, each layer shall be watered, rammed and

properly consolidated, before succeeding layer is laid. Each layer is consolidated to

achieve 90% standard proctor density as specified in the Civil Technical specifications,

the compaction shall be done as far as possible by the mechanical compactors. The final

backfill surface shall be trimmed and levelled to proper profile as indicated in drawings.

BACKFILLING IN PLINTH

Plinth filling shall be carried out with approved material as described herein before in

layers, watered and compacted with mechanical compactors. Client may however permit

manual compaction by hand tampers in case he is satisfied that mechanical compaction is

not possible. When filling reaches finished level, the surface shall be flooded with water,

37

unless otherwise directed, for at least 24 hours allow drying and then the surface again

compacted as specified above to avoid settlements at a later stage.

COLUMNS QUANTITES

QUALITY CONTROL

44

QUALITY CONTROL

Following the compaction, in-situ density test (core-cutter test), moisture content, the

MDD test & OMC test are carried out at the site laboratory as per testing frequency plan.

Density-moisture relationship as per IS 2720 (Part8) shall be carried out at the site

laboratory as per testing frequency plan.

Each 100sqm. area compacted in layers shall be tested {as per IS2720 (Part29) and

records for the same shall be maintained} for each layer in plinth filling before starting

placing soil for the next layer.

ANTI TERMITE TREATMENT

SCOPE: Covers the activity of pre-constructional anti-termite treatment for the soil‟s

with approved chemicals in water emulsion in foundation trenches for columns, plinth

beams, plinth filling, at junction of walls and floor, in expansion of joints etc., Unless

otherwise stipulated, the anti-termite treatment shall be carried out as per IS 6313(Part 2).

MATERIALS:

Chloropyripos 20EC Emulsifiable concentrate (IS 8944-1974) or equivalent material

Water

METHODOLOGY OF WORKS:

SITE PREPARATION: To ensure uniform distribution of the chemical emulsion and to

assist penetration, the following site preparation shall be carried out:

All trees, stumps, logs or roots from the building site shall be removed.

All concrete form work (if left anywhere), levelling pegs, timber off-cuts and

other building debris from the area to be treated, shall be removed.

If the sandy or porous soil to be treated, preliminary moistening shall be done to

fill capillary spaces in soil in order to prevent the loss of emulsion through piping

or excessive percolations.

If foundations are water logged, the water shall be pumped out before application

of chemical emulsion and it shall be applied only when the soil is absorbent.

If clays and other heavy soils where penetration is likely to be slow and on sloping

site, where run-off to the treating solution is likely to occur, the surface of the soil

shall be scarified to a depth of 75mm atleast.

All sub-floor levelling and grading shall be completed. All cutting trenches and

excavations shall be completed with backfilling in place, borrowed fill must be

free from organic debris and shall be well compacted.

45

Soil Treatment:

One of the following chemicals in water emulsion, after approval from the Engineer-in-

charge shall be used uniformly over the area to be treated.

Chemical

%of concentration

of Chemical by

weight in the

water emulsion

I. Premise 200SC or Imidacloprid emulsifable concentrates

0.5

II. Heptachlor 20 EC emulsifable concentrates (I.S.6439 – 1978

1-R)

0.5

III. Chlordance 20 EC emulsifable concentrates (I.S. 2682-1984

II-R)

1.0

IV THIODAN 35 EC emulsifable concentrates (Endosulphan)

0.5

V. Chlorpyriphos 20 EC emulsifiable concentrates (I.S. 8944-

1974)

1.0

TREATMENT IN FOUNDATION TRENCHES:

Normal wall load bearing structures, columns, pits, wall trenches and basement,

the treatment shall be at 5 litres/sqm or surface area of the bottom and sides to a

height of atleast 300mm.

After the foundation work, the side shall be treated at 7.5 litres/sqm of vertical

surface of substructure on each side.

After the earth filling is done, treatment shall be done by rodding the earth at

150mm centres close to wall surface and spraying the chemical with the above

dose i.e. 7.5 litres/sqm.

Framed structure, the treatment shall start at a depth of 500mm below ground

level. From this depth the backfilling around the columns, beams and RCC

46

basement walls shall be treated at 7.5 litres/sqm of the vertical and at 5 litres/sqm

for the horizontal surface at the bottom in the trenches / pits.

TREATMENT ON TOP SURFACES ON PLINTH FILLINGS:

The top surface of the filled earth within plinth walls hall be treated with chemical

emulsion at the rate of 5 litres/sqm of the surface area before sub-base to floor is laid. If

filled earth has been well rammed and the surface does not allow the emulsion to seep

through, holes upto 50 to 75mm deep at 150mm centres both ways shall be made with

crow bars on the surface to facilitate saturation of the soil with the emulsion.

TREATMENT AT JUNCTION OF WALLS AND FLOORS:

Special care shall be taken to establish continuity of the vertical chemical barrier

on the inner wall surfaces from the finished ground level (or from level where the

treatment had stopped) up to the level of the filled earth surface.

To achieve this a small channel 30 x 30 mm, shall be made at all the junctions of

wall/column with floor (before laying subgrade) and rod holes made in the

channel up to the finished ground level at 150mm apart and the iron rod moved

backward and forward to break the earth and chemical emulsion poured along the

channel at 7.5 litres/sqm of the vertical wall/ column surfaces so as to soak the soil

right up to the bottom.

The soil shall be tamped back into place after this operation

TREATMENT FOR EXPANSION JOINTS:

The soil beneath the expansion joints shall receive special attention when the treatment

above is in progress. This treatment shall be supplemented by treating through the

expansion joint after sub-grade has been laid at the rate of 2litres/m length of expansion

joint.

PRECAUTIONS DURING TREATMENT:

Utmost care shall be taken to see that the chemical barrier is complete and

continuous. Each part of the area shall receive the prescribed dosage of chemical

emulsion.

The treatment shall not be carried out when it is raining or when the soil is wet

with rain or sub-soil water.

Once formed, the treated soil barrier shall not be disturbed. If by chance, treated

soil barriers are disturbed, immediate steps shall be taken to restore the continuity

and completeness of the barrier system.

PRECAUTIONS FOR HEALTH HAZARDS AND SAFETY MEASURES:

All the chemicals mentioned above are poisonous and hazardous to health. These

chemicals can have an adverse effect upon health when absorbed through the skin,

inhaled as vapours or spray mist or swallowed.

Brick work quantities:

PLASTERING:

SCOPE: Covers the activity of 20mm thick external cement plastering on masonry or

concrete surface for the project.

METHODOLOGY:

MATERIALS:

Cement

Sand

Water

Integral water-proofing compound

MATERIAL LOGISTICS:

For all towers, mechanical winches shall be provided at such a location that is easily

accessible for manual loading of cement bags and sand etc.

TOOLS AND MACHINARIES:

Mixer machine/hand mixing as the case may be,

Measurement boxes, trowels, plumb bob, straight edges, right angles, nylon

thread, measuring tape, sieve, spades, mortar pan, mortar tray etc.

PREPARATION:

Material used for plastering viz cement, sand and water shall be inspected and

tested prior to their incorporation into the works. Sand shall be sieved prior to use.

Check the silt content of the sand which should not exceed more than 8 %. In case

the silt content is more than 8%, then it should be washed thoroughly before use.

Steel scaffolding with necessary safety arrangements shall be erected to carry out

works at height. Erected scaffolding shall be checked and approved by SPCL

construction safety engineer prior to its use.

All doors, window frames to be checked for line, level, plumb and holdfasts

before starting the plastering work. Check if all the holdfasts are fixed properly for

door frames. Opening shall be checked with approved templates for dimensions.

47

Loose mortar or dust sticking to masonry walls shall be removed by brushing.

Concrete surfaces shall be cleaned and hacked with hacking machine to get proper

bonding. Chicken mesh shall be provided at the junction of masonry and RCC for

proper bonding, with an overlap of 15cm.

Surface to receive plaster should be made sufficiently wet on previous day of

plastering.

Tie rod holes in concrete members to be grouted prior to plastering work.

All related MEP work shall be completed prior to starting of plastering. Electrical

conduits, junction boxes and plumbing pipes shall be fixed in place properly.

Ensure proper hacking with machine over the concrete surfaces for proper

bonding.

Check for dimensions, rectangularity and verticality of the room to receive plaster.

Put the bull marks of appropriate thickness on the surface to receive plastering.

MESH TO WALLS:

Approved mesh will be laid single layer of GI expanded metal mesh of 0.35 mm nominal

thickness and 125mm width shall be provided at the junctions of the masonry and

concrete members and also over the electrical conduits exceeding more than two numbers

together. The lap should be equal on either sides of the junction, properly stretched and

nailed measuring equal thickness/width on plaster on both sides of the mesh.

Use of mesh walls:

Meshes are often used to screen out unwanted things, such as insects. Wire

screens on windows and mosquito netting can be considered as types of meshes.

Wire screens can be used to shield against radio frequency radiation, e.g.

in microwave ovens and Faraday cages.

Metal and nylon wire mesh filters are used in filtration

Wire mesh is used in guarding for secure areas and as protection in the form

of vandal screens.

Wire mesh can be fabricated to produce park benches, waste baskets and other

baskets for material handling.

Woven meshes are basic to screen printing.

Surgical mesh is used to provide a reinforcing structure in surgical procedures like

inguinal hernioplasty, and umbilical hernia repair.

Meshes are also used as drum heads in practice and electronic drum sets.

48

Human animal trapping now use woven or welded wire mesh cages to trap wild

animals in domestic areas, such as raccoon's, skunks, etc.

APPLICATION PROCEDURE:

Mortar mixing: 20mm thick cement plastering on external surface of masonry or concrete

surface shall be done in two layers.

First coat:

One portion of cement shall be mixed with five portions of screened, clean, fine

sand as approved, by volume (1:5) and mixed till uniform colour is formed.

And add water proofing compound to the water as per the manufacturer‟s

instructions and mix well till the required consistency is achieved. Mixture shall

be made in small quantities as required and applied within 15 min of mixing.

And continue plastering with a 12 mm thickness rough finish.

Final coat:

Final coat of plaster with cement mortar of 1:5 with a thickness of 8mm without

any waterproofing compound with/ smooth finish.

External plastering shall be applied from top to bottom, in that fashion.

Plastering guides using nylon threads are made to ensure uniform thickness of

plastering.

Mortar shall be applied on the surface, floated with wooden float and shall be

levelled with straight edge to the required thickness.

All the dimensions, line, level, plumb and diagonal must be checked regularly to

ensure the conformity of the on-going work as per drawings.

Dimensions of all the openings shall be checked during plastering.

Plaster shall be made rough with wire when still green to ensure proper bonding of

tiles later wherever applicable.

Necessary grooves in plastering both horizontally and vertically as per elevation

drawings shall be done in final coat of plastering.

CURING:

Each coat shall be properly cured until the next coat or for a maximum period of 7 days.

Finished plaster shall be kept for at least 10 days after completion. In hot weather, walls

exposed to high temperatures shall be screened with matting kept constantly or by

continuous curing.

49

50

TOLERANCES IN PLASTERING:

The finished plaster surface shall not show any deviation more than 2mm/metre when

checked with a straight edge placed against the surface.

QUALITY ASSURANCE AND QUALITY CONTROL AT THE SITE

General responsibilities of Quality Assurance / Quality Control Department:

Documenting Quality Assurance Plan and methodologies etc.

Reviewing work instruction and quality plan.

Carrying out inspection and testing of materials.

QA/QC Engineer shall also maintain the results obtained from inspections and

testing processes. Also he shall be responsible to maintain the documents and the

results so as to maintain traceability of materials in the final works.

QA/QC engineer shall carry out inspections of subcontractors and suppliers for

qualifying them also once the suppliers are approved they shall be subjected to

routine audits for and they shall be reviewed at regular internal. The degree of

control on subcontractors shall be defined at time of issue of purchase orders.

Conducting various tests as indicated in the quality plans.

Maintaining list of Quality related records.

Maintaining the record room.

IS CODES EMPLOYED ON SITE:

IS: 1786 (1985) – Specifications for high strength deformed steel bars and wires

for concrete reinforcement.

IS: 1077 (1992) – Specifications for common burnt clay building bricks.

IS: 1199 – Method of sampling and analysis of concrete.

IS: 10262 – Recommended guidelines for concrete mix design.

IS: 4926 – Ready-mix concrete code of practice

SPECIFIC SITE-RELATED QUALITY CONTROL:

Concrete mix design:

As mentioned in the drawings, all R.C.C structural elements vis-à-vis footings,

columns, beams and slabs were to be constructed using M-20 concrete.

The concreting of slabs was mostly done at night times and as such, RMC was

used for the concreting of slabs.

The RMC was manufactured at company batching plant and delivered to the site

by means of truck mounted in-transit mixers.

51

For concreting of all the other structural elements such as footings, pedestals,

columns and plinth beams the on-site reverse drum mixer (capacity of 0.5 cum)

was employed.

Sampling and Testing Concrete in the field:

Facilities required for sampling materials and concrete in the field, if Engineer-in-

charge so desires, shall be provided by contractor at no extra cost. The following

equipment with operator shall be made available at Engineers request (all must be

in serviceable condition):

1

Cast iron cube moulds 15cm, size

24

nos.(min)

2 Slump cone complete with tamping rod 2 sets

3 Lab. Balance to weigh up to 5kg with sensitivity of 10gm 1 no.

4 Laboratory balance of 2kg. capacity and of sensitivity of

1gm 1 no.

5 I.S. sieves for coarse and fine aggregates 1 set

6 A set of measures from 5ltrs. To 0.4 ltrs. set

7 Electric over with thermostat up to 120 degree C. 1 no.

8 Pycenometer 1 no.

9 Calibrated glass jar 1 litre capacity 2 nos.

10 Glass flasks and metal containers As required

11 Concrete cube testing machine 1 no.

Nominal mix employed on site:

INGREDIENTS M20

Cement

Fly ash

310 kgs

0

Fine aggregate

805 kgs

River sand

12 mm

0

450 kgs

52

20 mm

680 kgs

Admixture

0

Water

146 kgs

w/c

Slump value at site

0.47

75+/- 25mm

Third party tests and on-site Lab tests:

Manufacturer certificates for materials such as reinforcement and cement are to be

submitted.

Various tests are to be performed on materials used for construction during

various stages of the process.

The on-site lab is equipped to handle most of the important tests required to

ensure quality.

The remaining tests are performed by a third-party in a separate lab specialized for

such tests.

Tests performed on raw material in the on-site quality lab:

RAW MATERIAL TESTS PERFORMED FREQUENCY

Fine aggregate

Sieve Analysis Weekly

Coarse Aggregate

Sieve Analysis; Weekly

Aggregate impact value Weekly

Fresh concrete Slump test (or workability

test)

For every batch; For

every grade;

Hardened Concrete

7-day cube compression

test; 28-day cube

compression test

As per frequency of

casting into structure

53

Steel

Rolling margin

For every lot; For every

diameter

Bricks

Dimension test

Water absorption tests

Compressive strength test

For every lot

Tests performed by third-party:

RAW MATERIAL TESTS PERFORMED FREQUENCY

Cement Fineness test ; Initial and

Final setting time;

Monthly; or

source changes

whenever

Coarse Aggregate

Specific gravity; water

absorption; flakiness

index; elongation index

Weekly; or

source changes

whenever

Fine aggregate

Physical properties

As per IS : 383-1970 Whenever source changes

Steel

Physical properties

Each lot; or

source changes

whenever

Tests performed on soil:

Proctor Compaction test IS:2720 PartVIII

Core Cutter test

CUBE TEST:

Cube test is the best way to ensure that the concrete cast on site will reach a

particular compressive strength. It is also a good way of testing that the concrete is

strong enough to support its own weight, plus the weight of anything it must

support.

Cubes of concrete are tested after 3,7 and 28 days. Here on site, cubes are tested

after 7 and 28 days.

54

The strength of concrete after 7 days is about two-thirds of the strength it will

reach on the 28th day. So if you want to make 20MPa concrete, when you do a

cube test after 7 days, you can expect the cube to have reached 13.33MPa.

Given below is a record of 7-day and 28-day cube test results of a few structural elements

on site.

Grade of concrete – M20; D.O.C – Date of Casting; D.O.T – Date of Testing;

COMP

ONEN

T

QT

Y

S

L

U

M

P

D.O.

C

D.O

.T

N

O

OF

CU

BE

S

A

GE

OF

CU

BE

S

WT

Gm

s

LO

A

D

(K

N)

7day

Stre

ngth

Aver

age

(n/m

m2)

28

day

Stren

gth

Avg

(n/m

m2)

819 44 19.5

E-

19.1

2.13

26.1

2.13

1 7D

A

YS

6 0 6

19.4

1 2

822

2

41

0

18.2

2

815 46 20.4

Block

Footin 4 80

3 4 0 4

834 53 23.5

gs 1 28 7 0 5

19.1 17.1 D 816 52 23.1 22.96 2.13 2.13 2 A 0 0 1

YS 837 50 22.2

3 3 0 2

822 43 19.1

E-

BLOC

K

7.5

75

21.1

2.13

28.1

2.13

1 7D

A

YS

0 0 1

18.3

7 2

822

2

41

0

18.2

2

815 40 17.7 COLO 3 0 0 8

UMNS 21.1 19.1 28 786 57 25.3 24.77

2.13 2.13 1 D 8 0 3

55

2

A

YS

796

0

54

0

24

3

783

5

56

0

24.8

8

E-

BLOC

K

COLO

UMNS

10

85

23.1

2.13

30.1

2.13

1

7D

A

YS

808

3

45

0 20

20.7

4

2

801

4

45

0 20

3

828

7

50

0

22.2

2

23.1

2.13

20.0

1.14

1

28

D

A

YS

800

4

52

0

23.1

1

22.81

2

806

8

54

0 24

3

812

7

48

0

21.3

3

H-

BLOC

K Slab

concret

ing

13

13

0

31.1

2.13

6.01

.14

1

7D

A

YS

833

4

43

0

19.1

1

19.8

5

2

812

3

48

0

21.3

3

3

807

6

43

0

19.1

1

31.1

2.13

28.0

1.14

7

28

D

A

YS

815

6

55

0

24.4

4

24.58

8

823

4

55

0

24.4

4

9

834

5

56

0

24.8

8

H-

BLOC

K

8.5

90

6.08.

13

13.0

8.13

1

7D

A

YS

821

1

48

0

21.3

3 20.4

4

2 816

8

45

0 20

56

FOOTI

NGS

3

804

3

45

0

20

6.01.

14

03.0

2.14

7

28

D

A

YS

821

8

51

0

22.6

6

22.37 8

812

5

50

0

22.2

2

9

821

3

50

0

22.2

2

H-

BLOC

K

Colum

ns

6.5

85

8.01.

14

15.0

1.14

1

7D

A

YS

814

5

39

0

17.3

3

19.2

5

2 806

2

42

0

18.6

6

3

810

3

49

0

21.7

7

8.01.

14

05.0

2.14

4 28

D

A

YS

813

6

45

0

20

21.78

5

826

7

52

0

23.1

1

6

803

7

50

0

22.2

2

F-

BLOC

K

Footin

gs &

column

14

90

12.0

1.14

19.0

1.14

1

7D

A

YS

792

1

42

0

18.6

6

19.1

2 804

6

42

0

18.6

6

3 813

6

45

0 20

12.0

1.14

09.0

`2.1

4

4 28

D

A

YS

814

0

48

0

21.3

3

20.81

5 806

4

46

0

20.4

4

57

Statistical Q/C:

The most effective and economical system of Q/C must be based on statistical

analysis. As far as concrete is concerned, the most important issue is the sampling

of test specimens. Sampling should be random, and should be as representative of

the entire material as possible.

Standard deviation reports are prepared every month after testing of adequate

specimens in the monthly time-period.

Location: Footings, columns & slabs Date of testing:

01.01.2014 to 18.02.2014

GRADE OF CONCRETE : M20

S.N

o.

Cube ID

Date

of

casti

ng

Date of

testing

Age of

cube(da

ys)

Grade

of

concret

e

(N/Sq.

mm)

Averag

e

Strengt

h

Devi

ation

Square

of

Deviat

ion

1

I-Block stair

case,J&GBl

ocks

footings-

Block

Columns

1-

Jan-

14

29- Jan

-14

28

20

24.44

1.54

2.4

2

G-Block

Footings-

Block

Columns lift

wall&footin

gs

2-

Jan -

14

30- Jan

-14

28

20

23.84

2.14

4.6

6 822 51

0 0

22.6

6

58

3

I-Block

Plinth

beam&stairc

ase

3-

Jan -

14

31- Jan

-14

28

20

25.03

0.95

0.9

4

E-Block E1-

E2 Sloped

Slab casting

4-

Jan -

14

01-

Feb-14

28

20

26.95

-0.97

0.9

5

F-Block

Columns&

plinth

beams

&I- Block

Columns

4-

Jan -

14

01-

Feb

14

-

28

20

24.59

1.39

1.9

6

F-Block

&plinth

beams& g-

Block sub

Columns

5-

Jan -

14

02-

Feb

14

-

28

20

26.07

-0.09

0.0

7

F-block

plinth

beams& J-

block

pedestal

6-

Jan -

14

03-

Feb

14

-

28

20

27.10

-1.12

1.3

8

F-block

plinth

beams&J-

Block

pedestal

7-

Jan -

14

04-

Feb

14

-

28

20

27.55

-1.57

2.5

9

F-block

plinth

beams

&Columns

8-

Jan -

14

05-

Feb

14

-

28

20

26.81

-0.83

0.7

59

10

G-Block

Footings,&

Lift

Columns

9-

Jan -

14

06-

Feb

14

-

28

20

26.22

-0.24

0.1

11

G-block

Footings

10-

Jan -

14

07-

Feb

14

-

28

20

26.81

-0.83

0.7

12

F-Block

Columns&G

-block

Pedestals

11-

Jan -

14

08-

Feb

14

-

28

20

27.99

-2.01

4.0

13

F-block

Plinth

Beams&I-

Block

I9

-

I10 Slab

casting

12-

Jan -

14

09-

Feb

14

-

28

20

23.10

2.88

8.3

14

H-Block

H1-H2 1st

Floor Slab

casting

17-

Jan -

14

15-

Feb

14

-

28

20

27.03

-1.05

1.1

15

I-Block I7-

I8 Stilt floor

Slab casting

18-

Jan -

14

16-

Feb

14

-

28

20

26.07

-0.09

0.0

16

I-Block I5-

I6 Stilt floor

Slab casting

19-

Jan-

14

17-

Feb

14

-

28

20

27.47

-1.49

2.2

60

17

I-Block I1-

I2 Stilt floor

Staircase,I1

0-I9 S.F to

1st floor

columns&F-

block

columns

20-

Jan-

14

18-

Feb -

14

28

20

24.59

1.39

1.9

Mean Average Strength 25.98 Mpa

Sum of Square

Deviations

of

33.48

Standard deviation 1.45 Mpa

Note: As per table no. 01 IS 10262-1982; Degree of control is Very Good.

Rolling Margin for steel:

Rolling Margin is deviation of actual sectional weight to that of IS Standard unit weight.

As per IS Standards unit weight of the Bars is calculated as dia x dia / 162

Standard Rolling Margin for different dia reinforcement bars used for construction

purposes:

8mm to 10mm +- 7%

12mm to 16mm +- 5%

20mm & above +- 3%

Given below is a record for rolling margin.

Date of Testing: 04.02.2014

S.N

o

Dia of

bar(mm

)

No. of

samples

Reqd.

Weight

(Kg/m)

Actual

Weight

(Kg/m)

Avg.

weight

(Kg/m)

Tolerances

1

8 1

0.395

0.367 0.391

+/- 7% 2 0.410

3 0.396

2

20 1 2.389

61

2 2.47 2.416 2.4 +/-3%

3 2.396

3

16 1

1.58

1.523 1.529

+/- 5% 2 1.545

3 1.520

Monthly lab test reports:

The details of all the tests conducted on various materials in the site lab are documented

and a report summarizing all the conducted tests is prepared every month.

Given below is a record summarizing the quality tests conducted in the month of

February, 2014.

SUMMARY OF LAB TEST REPORT – JANUARY 2014

62

OTHER ROUTINE INSPECTIONS BY QUALITY DEPT.:

COMMON CHECKS FOR REINFORCEMENT:

Clear cover: Measured from nearest surface of main reinforcement and concrete surface.

Nominal cover: Cover considered for design purpose which includes stirrups and links.

Check Nominal cover as per drawing tolerance 0 to +10 mm for nominal cover only.

Check Size and spacing of links and stirrups as per drawing.

Check that rebar diameter, numbers, shape and spacing is as per drawing and changes if

made are approved by RCC consultant.

Slab tolerance in spacing of reinforcement:

+/-10 mm for slabs up to 200mm thick

+/-15 mm for slabs more than 200mm thick.

CORRECT SPACING OF SLAB REINFORCEMENT

63

CHECKS FOR SLAB/BEAM REINFORCEMENT:

Check lap length of steel in beams / slab is 50 d or as per drawing.

Check that beam bars are modified for electric down take conduits with adequate

cover to the conduits.

Between two electrical conduits 25mm gap shall be given.

Check that sunk toilet, beam with down takes modified (suspended / taken below

if required.

Check position of lap in continuous beams bottom bars over intermediate support,

top bars extreme middle third or as per drawing.

Check that main beam bars are passing through column main bars or as per

drawing.

At least one bar of main beam reinforcement shall go through column

Check that minimum horizontal spacing between the bars max of :

1) Max diameter of bar

2) 5 mm more than the max size of aggregates.

64

Check spacing of stirrups, diameter, and shape as per drawing.

CHAIRS FOR SLABS

Chairs shall be designed to take manual and mechanical loads during slab casting

chair is meant to maintain spacing between two meshes of slab top and bottom.

Chair shall not be touching to shuttering or sheathing.

Check for rigidity, tightness and cleanliness. The formwork should not

sag/warp/hog or worn off. It should be free from l knots, splits, cracks, sawdust

and debris.

The formwork must be adequately supported, braced and tied.

COMMON CHECKS FOR STRUCTURE POST-CONCRETING

The exposed surface must be free from honeycombs, exposed rebars, grout loss,

segregation, bulging, cracks & formwork debris.

Check for accuracy within limits for cross-sectional dimensions (+10mm/ -5mm)

and services‟ opening (size: +/- 10mm; location: +/- 25mm) as per drawings,

using a measuring tape.

Alignment must be checked using a plumb bob.

Structural levelness should be checked using a theodolite. Height deviation of

structural level:

Above the datum on the level immediately below must be within limits: +/- 5mm

From the control bench mark must be within limits : +/- 10 mm

Visual checks for curing must be carried out.

MATERIAL MANAGEMENT

MATERIAL MANAGEMENT:

Material management is the process of planning, implementing and controlling the flow

or storage of input, facilities, service and information efficiently and effectively from the

point of supply to the point of consumption in the conformity of the company‟s objective.

Store Management may be defined as a systematic coordination and combination of

efforts in a manner, which would result in optimum efficiency with a minimum

expenditure.

The term Store, Storehouse, or Warehouse refers to a building or a room or a place where

materials are kept.

Functions of a Store

To receive raw materials, components, tools, equipment and other items and

account for them.

To provide adequate and proper storage and preservation to the various items.

To meet the demands of the consuming departments by proper issues and account

for the consumption.

To minimize obsolescence, surplus and scrap through proper codification,

preservation and handling.

To highlight stock accumulation, discrepancies and abnormal consumption and

effect control measures.

To ensure good housekeeping so that material handling, material preservation,

stocking, receipt and issue can be done adequately.

To assist in verification and provide supportive information for effective purchase

action.

STORAGE OF CEMENT AND AGGREGATE:

Cement must be kept dry at all times.

Cement bags must be stored on construction sites by first spreading a sheet of

plastic over the ground under the cement to keep away dampness rising from the

ground.

.All the cement bags shall be stacked up to a max. Height of 5 bags only.

Cement bags shall be stacked in such a manner that most of the load will be on

beams.

Cement bags shall be stacked on an elevated platform.

All the material shall be stacked near by the working area but not in working area.

In no case any material shall be stacked at winch.

Sand shall be stacked in a neat manner arresting the spillage by bundling around

sand.

STORAGE AND ISSUE OF REINFORCEMENT:

• Stock reinforcement on elevated pedestals of minimum 150 mm above ground

level cover with PVC sheets

• Issue reinforcement on FISRT-IN-FIRST-OUT BASIS to minimize oxidation

loss.

• Keep record of all steel issued from storage yard to cutting and bending yard.

• In case of theft lodge FIR and register claim with insurance company

HANDLING OF REINFORCEMENT:

Avoid re bend, reshape and straighten bent bars

Use tractor trailer for internal shifting of reinforcement in the project area.

Avoid manual shifting as far as possible.

Shift only the required qty of cut and bent bars to nearest location where bars are

to be fixed.

PHOTO GALLERY

PHOTO GALLERY

Starters laid for laying P.C.C bed prior to plinth beam

Carpenters and helpers fixing formwork for plinth beams

Cube casting for compression test

Slab concreting in process

68

Compaction of soil prior to anti-termite treatment

Anti-termite treatment

69

70

Cubes arranged for compression test in lab

Formwork of a Raft (lift) footing partially flooded due to rain.

71

Workers using the Bar-bending machine on site

FINAL SUMMARY

CONCLUSION

CONCLUSION

It was an absolute privilege to undergo my training at Galacon Infra &Projects (P) Ltd for

Sunway Opus Flexi Villas Project, Hyderabad, A.P. It was indeed a learning experience and

went a long way in increasing my knowledge and skill. It was wonderful to work alongside a

highly skilled and experienced workforce at one of the major construction sites in the

country. It gave me an opportunity to learn about various aspects of civil engineering. I learnt

about the implementation of various techniques and methods being used for construction. I

also learnt how the entire work site is managed and how the various activities are planned.

I feel proud to have worked at this project and I am thankful to GALCON infrastructure pvt

ltd for having given me the opportunity.

In the process of carrying out this project, we learnt to apply the theoretical aspects of

estimation on a live project. We have learnt the process of Estimation and Costing and we

understood that it is an essential aspect in a project for the arrangement of financial resources

necessary for the completion of the job.

Our calculation it are based on precise measurements which gave us approximate and

accurate values. The structural estimate had been prepared in detail such that the values can

be used in the actual project being carried out.

Also, the abstract of the estimated cost was prepared such that the current on going rate per

unit of each item of work were considered. Hence the estimated costs of the structural

requirements of the project are accurate too.

Therefore, this project is not a rough, but fairly accurate in its results of both the estimated

quantities as well as the estimated cost, and is quite useful for the ongoing project on which it

is made.

estimation & quality control of residential...

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