cost and quantity estimation

8/10/2019 Cost and Quantity Estimation

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CHAPTER-1

INTRODUCTION TO ESTIMATION AND COSTING

Introduction

For all engineering works it is required to know beforehand the probable cost of

construction is known as the Estimated Cost.If the estimated cost is greater than the

money available, then attempts are made to reduce the cost by reducing the work or by

changing the specifications. From this the importance of estimate for engineers may be

understood. In preparing an estimate, the quantities of different items of work are

calculated by simple mensuration method and from these quantities the cost is calculated.

The subject of estimating is simple, nothing much to understand, but knowledge ofdrawing is essential. In preparing an estimate one has to go into the details of each item,

big or small, nothing can be left or missed. Estimating makes one through, superficial

work does not do, and one has to go deep into details.

There is no hard and fast rule for finding out the dimensions from the drawings

(plans, elevations, sections, etc.) but for quick certain principles may be followed. An

estimator should picture the object (Building, structure, etc.) in his mind from the study

of drawings and specifications.

Our building is a G+3 Residential building located at Kukatpally Housing Board

colony, phase IV, Hyderabad, 500072. Its land area is up to 260.13 sq.m., where it has

got all the facilities like easy transport and scarce water. It is a place where the promoter

can make a good amount of profit for his construction of work. The soil strength is good

enough so that we don't have to go for deep foundations.

We need to estimate the cost which is going to be incurred while during the

construction of this building. In order to estimate the cost of a building we need to

segregate the building into various item of work and to quantify it.

Objective

Objective is to quantify and arrive the cost of the project with minimum profit which is

going to be incurred by the promoter for the construction of G+3 Residential building.


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1.1 Definition of estimating

Estimating is the technique of calculating or computing the various quantities and

the expected Expenditure to be incurred on a particular work or project.

In case the funds available are less than the estimated cost the work is done in part

or by reducing it or specifications are altered, the following requirement are necessary for

preparing an estimate.

a) Drawings like plan, elevation and sections of important points.

b) Detailed specifications about workmanship & properties of materials etc.

c) Standard schedule of rates of the current year.

1.2 Need for estimation

1. Estimate gives an idea of the cost of the work and hence its feasibility can be

determined i.e. whether the project could be taken up with in the funds available or not.

2. Estimate gives an idea of time required for the completion of the work.

3. Estimate is required to invite the tenders and Quotations and to arrange contract.

4. Estimate is also required to control the expenditure during the execution of work.

5. Estimate decides whether the proposed plan matches the funds available or not.

1.3 Procedure of estimating or method of estimating.

Estimating involves the following operations

1. Preparing detailed Estimate.

2. Calculating the rate of each unit of work

3. Preparing abstract of estimate

1.4 Data required to prepare an estimate

1. Drawings i.e. plans, elevations, sections etc.

2. Specifications

3. Rates


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1.4.1 Drawings

If the drawings are not clear and without complete dimensions the preparation of

estimation become very difficult. So, it is very essential before preparing an estimate.

1.4.2. Specifications

a) General Specifications: This gives the nature, quality, class and work and materials in

general terms to be used in various parts of wok. It helps no form a general idea of

building.

b) Detailed Specifications: These gives the detailed description of the various items of

work laying down the Quantities and qualities of materials, their proportions, the method

of preparation workmanship and execution of work.

1.4.3. Rates

For preparing the estimate the unit rates of each item of work are required.

1. For arriving at the unit rates of each item.

2. The rates of various materials to be used in the construction.

3. The cost of transport materials.

4. The wages of labour, skilled or unskilled of masons, carpenters, Mazdoor, etc.

1.5 Lumpsum

While preparing an estimate, it is not possible to work out in detail in case of

petty items. Items other than civil engineering such items are called lumpsum items or

simply L.S.Items.

The following are some of L.S. Items in the estimate.

1. Water supply and sanitary arrangements.

2. Electrical installations like meter, motor, etc.,

3. Architectural features.

4. Contingencies and unforeseen items.


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In general, certain percentage on the cost of estimation is allotted for the above

L.S.Items Even if sub estimates prepared or at the end of execution of work, the actual

cost should not exceed the L.S.amounts provided in the main estimate.

1.6Complete Estimate

Most of the people think that estimate of a structure includes cost of land, cost of

materials and labour. But many other direct and indirect costs included and are shown

below

The complete estimate

Cost of land P.S & contingencies at 5% legal expenses cost of structure

Actual cost Cost of Cost of Brochorage Cost of Cost of Consulting Permit feeof land Surveying verification materials labour Engineers fee for water,

and execution electricity

of deeds

cost for cost for

preparation of supervision

plan, estimate anddesign

Figure 1: Complete Estimate

1.7 Work charged establishment:

During the construction of a project considerable number of skilled supervisors,

work assistance, watch men etc., are employed on temporary basis. The salaries of these

persons are drawn from the L.S. amount allotted towards the work charged establishment.

That is, establishment which is charged directly to work. An L.S.amount of 1 to 2% of

the estimated cost is provided towards the work charged establishment.


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CHAPTER-2

MEASUREMENT OF MATERIALS AND WORKS

2.1 Units of measurements

The units of measurements are mainly categorized for their nature, shape and size

and for making payments to the contractor and also. The principle of units of

measurements normally consists the following:

a) Single units work like doors, windows, trusses the etc., are expressed in numbers.

b) Works consists linear measurements involve length like cornice, fencing, hand rail,

bands of

specified width etc., are expressed in (RM)

c) Works consists areal surface measurements involve area like plastering, white

washing,

partitions of specified thickness etc., are expressed in square meters (m2)

d) Works consists cubical contents which involve volume like earthwork, cement

concrete,

Masonry etc are expressed in Cubic meters.


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Table 1: Units of Measurement

S.No Particulars of items Units of

measurement

Units of

payment

1

2

3

4

5

6

Earth work:

1. Earth work in Excavation2. Earthwork in filling in foundation

trenches

3. Earth work in filling in plinth

Concrete:

1. Lime concrete in foundation

2. Cement concrete in Lintels3. R.C.C.in slab

4. C.C. or R.C.C. Chujja, Sunshade

5. L.C. in roof terracing

(thickness specified)6. Cement concrete bed

7. R.C. Sunshade (Specified

Width & Height)

Damp Proof Course (D.P.C):(Thickness should be mentioned)

Brick work:

1. Brickwork in foundation

2. Brick work in plinth3. Brick work in super structure

4. Thin partition walls5. Brick work in arches

6. Reinforced brick work

(R.B.Work)

Stone Work:

Stone masonry

Wood work:

1. Doors and windows framesor chowkhats, rafters & beams

2. Shutters of doors and windows(thickness specified)

3. Doors and windows fittings (like hinges,

tower bolts, sliding bolts, handles)

cum

cum

cum

cum

cumcum

cum

sqmcum

cum

sqm

cum

cumcum

sqmcum

cum

cum

cum

sqm

Nos.

Per%cum

Per%cum

Per%cum

percum

percumpercum

percum

persqmper cum

1rm

persqm

per cum

per cumper cum

per cumper cum

per cum

per cum

per cum

per sqm

per Nos.


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7

8

9

10

11

12

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Steel work

1. Steel reinforcement bars etc in R.C.C.and R.B.work.

2. Bending, binding of steel Reinforcement

3. Rivets, bolts, & nuts, Anchor bolts, Lewis

bolts, Holding down bolts.4. Iron hold fasts

5. Iron railing (height and types specified)6. Iron grills

Roofing

1. R.C.C. and R.B.Slab roof(excluding steel)

2. L.C. roof over and inclusive of tiles or

brick or stone slab etc (thickness specified)

3. Centering and shuttering form work

4. A.C.Sheet roofing

Plastering, points finishing1. Plastering-Cement or Lime

Mortar (thickness and proportion specified)

2. Pointing3. White washing, colour washing, cement

wash (number of coats specified)

4. Distempering (number of coats specified)

5.Painting, varnishing(no of coats specified)

Flooring:1. 25mm cement concrete over 75mm limeconcrete floor (including L.C.)

2. 25mm or 40mm C.C. floor

3. Doors and window sills (C.C. or cement

mortar plain)

Rain water pipe /Plain pipe

Steel wooden trusses

Glass panels(supply)

Fixing of glass panels or Cleaning

Quintal

Quintal

QuintalQuintal

QuintalSqm

cum

sqm

sqm

sqm

sqm

sqm

sqm

sqmsqm

sqm

sqm

sqm

1RM

1No

sqm

Nos.

per quintal

per quintal

per quintalper quintal

per quintalper sqm

per cum

per sqm

per sqm

per sqm

per sqm

per sqm

per sqm

per sqmper sqm

per sqm

per sqm

per sqm

per RM

per 1No

per sqm

per Nos.


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2.2 Rules for measurement

The rules for measurement of each item are invariably described in IS- 1200.

However some of the general rules are listed below.

1. Measurement shall be made for finished item of work and description of each item

shall include materials, transport, labour, fabrication tools and plant and all types of

overheads for finishing the work in required shape, size and specification.

2. In booking, the order shall be in sequence of length, breadth and height or thickness.

3. All works shall be measured subject to the following tolerances.

i) Linear measurement shall be measured to the nearest 0.01m.

ii) Areas shall be measured to the nearest 0.01 sq.m

iii) Cubic contents shall be worked-out to the nearest 0.01 cum

4. Same type of work under different conditions and nature shall be measured separately

under separate items.

5. The bill of quantities shall fully describe the materials, proportions, workmanships and

accurately represent the work to be executed.

6. In case of masonry (stone or brick) or structural concrete, the categories shall be

measured separately and the heights shall be described:

a) From foundation to plinth level

b) From plinth level to first floor levelc) From First floor to second floor level and so on.

2.3Methods of taking out quantities

The quantities like earth work, foundation concrete, brickwork in plinth and super

structure etc., can be workout by any of following two methods:

2.3.1 Long wall - short wall method

2.3.2 Centre line method.

2.3.3Partly centre line and short wall method.

2.3.1 Long wall-short wall method

In this method, the wall along the length of room is considered to be long wall

while the wall perpendicular to long wall is said to be short wall. To get the length of


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long wall or short wall, calculate first the centre line lengths of individual walls. Then the

length of long wall, (out to out) may be calculated after adding half breadth at each end to

its centre line length. Thus the length of short wall measured into in and may be found by

deducting half breadth from its centre line length at each end. The length of long wall

usually decreases from earth work to brick work in super structure while the short wall

increases. These lengths are multiplied by breadth and depth to get quantities.

2.3.2 Centre line method

This method is suitable for walls of similar cross sections. Here the total centre

line length is multiplied by breadth and depth of respective item to get the total quantity

at a time. When cross walls or partitions or verandah walls join with main wall, the centre

line length gets reduced by half of breadth for each junction. Such junction or joints are

studied carefully while calculating total centre line length .The estimates prepared by this

method are most accurate and quick.

2.3.3 Partly centre line and partly cross wall method

This method is adopted when external (i.e., all-round the building) wall is of one

thickness and the internal walls having different thicknesses. In such cases, centre line

method is applied to external walls and long wall-short wall method is used to internal

walls. This method suits for different thicknesses walls and different level of foundations.

Because of this reason, all Engineering departments are practicing this method.


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CHAPTER-3

TYPES OF ESTIMATES

3.1 Detailed estimate

The preparation of detailed estimate consists of working out quantities of various

items of work and then determines the cost of each item. This is prepared in two stages.

i) Details of measurements and calculation of quantities

The complete work is divided into various items of work such as earthwork

concreting, brick work, R.C.C. Plastering etc. The details of measurements are taken

from drawings and entered in respective columns of prescribed Performa. The quantities

are calculated by multiplying the values that are in numbers Column to Depth column as

shown below:

Table 2: Details of measurements form:

S.No Descriptionof Item

Nos. Length(L)

M

Breadth(B)

m

Depth/Height

(D/H) m

Quantity ExplanatoryNotes

ii) Abstract of Estimated Cost

The cost of each item of work is worked out from the quantities that already

computed in the details measurement form at workable rate. But the total cost is worked

out in the prescribed form is known as abstract of estimated form.4%of estimated Cost is

allowed for Petty Supervision, contingencies and Unforeseen items.


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Table 3: Abstract Estimate Form:

Item

No.

Description/

Particulars

Quantity Unit Rate Per

(Unit)

Amount

The detailed estimate should accompanied with

i) Report

ii) Specificationiii) Drawings (plans, elevation, sections)

iv) Design charts and calculations

v) Standard schedule of rates.

3.1.1. Factors to be considered While Preparing Detailed Estimate:

i) Quantity and transportation of materials: For bigger project, the requirement of

materials is more. Such bulk volume of materials will be purchased and transported

definitely at cheaper rate.

ii) Location of site: The site of work is selected, such that it should reduce damage or in

transit during loading, unloading, stocking of materials.

iii) Local labour charges: The skill, suitability and wages of local laborers are

considered while preparing the detailed estimate.

3.2 Data

The process of working out the cost or rate per unit of each item is called as Data.In preparation of Data, the rates of materials and labour are obtained from current

standard scheduled of rates and while the quantities of materials and labour required for

one unit of item are taken from Standard Data Book (S.D.B)


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3.2.1 Fixing of Rate per Unit of an Item:

The rate per unit of an item includes the following:

i) Quantity of materials & cost:The requirements of materials are taken strictly in

accordance with standard data book (S.D.B). The cost of these includes first cost, freight,

insurance and transportation charges.

ii) Cost of labour:The exact number of labourers required for unit of work and the

multiplied by the wages/ day to get of labour for unit item work.

iii) Cost of equipment (T&P):Some works need special type of equipment, tools and

plant. In such case, an amount of 1 to 2% of estimated cost is provided.

iv)Overhead charges: To meet expenses of office rent, depreciation of equipment

salaries of staff postage, lighting an amount of 4% of estimate cost is allocated.

3.3 Methods of preparation of approximate estimate

Preliminary or approximate estimate is required for studies of various aspects of

work of project and for its administrative approval. It can decide, in case of commercial

projects, whether the net income earned justifies the amount invested or not. The

approximate estimate is prepared from the practical knowledge and cost of similar works.

The estimate is accompanied by a report duly explaining necessity and utility of the

project and with a site or layout plan. A percentage 5 to 10% is allowed forcontingencies. The following are the methods used for preparation of approximate

estimates.

3.3.1 Plinth area method

3.3.2 Cubical contents methods

3.3.3 Unit base method.

3.3.1 Plinth area method:

The cost of construction is determined by multiplying plinth area with plinth area

rate. The area is obtained by multiplying length and breadth (outer dimensions of

building). In fixing the plinth area rate, careful observation and necessary enquiries are

made in respect of quality and quantity aspect of materials and labour, type of foundation,

height of building, roof, wood work, fixtures, number of storeys etc.,


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As per IS 3861-1966, the following areas include while calculating the plinth area of

building.

a) Area of walls at floor level.

b) Internal shafts of sanitary installations not exceeding 2.0m2, lifts, air-conditioning

ducts etc.,

c) Area of barsati at terrace level: Barsati means any covered space open on one side

constructed on one side constructed on terraced roof which is used as shelter during rainy

season.

d) Porches of non cantilever type.

Areas which are not to include

a) Area of lofts.

b) Unenclosed balconies.

c) Architectural bands, cornices etc.,

d) Domes, towers projecting above terrace level.

e) Box louvers and vertical sun breakers.

3.3.2 Cubical Contents Method:

This method is generally used for multistoried buildings. It is more accurate that

the other two methods viz., plinth area method and unit base method. The cost of a

structure is calculated approximately as the total cubical contents (Volume of buildings)

multiplied by Local Cubic Rate. The volume of building is obtained by Length x breadth

x depth or height. The length and breadth are measured out to out of walls excluding the

plinth off set. The cost of string course, cornice, corbelling etc., is neglected.

The cost of building= volume of buildings x rate/ unit volume.

3.3.3 Unit Base Method:

According to this method the cost of structure is determined by multiplying the

total number of units with unit rate of each item. In case schools and colleges, the unit

considered to be as 'one student' and in case of hospital, the unit is 'one bed'. the unit rate

is calculated by dividing the actual expenditure incurred or cost of similar building in the

nearby locality by the number of units.


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CHAPTER-4

MAIN ITEMS OF WORK

4.1 EarthworkEarthwork in excavation and Earthwork in filling are taken out separately under

different items, and quantities are calculated in cu m. Foundation trenches are usually dug

to the exact width of foundation with vertical sides. Earth in excavation in foundation is

calculated by taking the dimensions of each trench length x breadth x depth. Filling in

trenches after the construction of masonry is ordinarily neglected. If the trench filling is

accounted, this may be calculated by deducting the masonry from the excavation.

Earthwork in plinth filling is calculated by taking by taking the internal

dimensions in between plinth wall (length x breadth) which are usually less than the

internal dimensions of the room by two off-sets of plinth wall i.e. 10 cm (4.5) and height

is taken after deducting the thickness of concrete in floor, usually 7.5cm (3). If sand

filling is done in plinth, this should be taken separately. The length and breadth for each

filling may be same as the internal dimensions of the room if there is no off-set in plinth

wall.

Excavated earth is used in trench filling and plinth filling and usually not paid for

separately, but may also be included under a separate item Return fill and ram or

backfill and paid at a lesser rate .Extra earth if required for filling is brought from

outside. If there is surplus earth after trench and plinth filling, this may be utilized in

leveling and dressing of site or carted away and removed.

4.2 Concrete In Foundation

The concrete is taken out in cu m by length x breadth x thickness. The length and

breadth of foundation concrete are usually the same as for excavation, only the depth or

thickness differs. The thickness of concrete varies from 20 cm to 45 cm, usually 30 cm

(9 to 18, usually 12). Foundation concrete consists of lime concrete or weak cement

concrete.


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PCCPlain Cement Concrete:

After the process of excavation, laying of plain cement concrete that is PCC is

done. A layer of 100mm was made in such a manner that it was not mixed with the soil.

It provides a solid base for the foundation and a mix of 1:4:8 that is, 1 part of cement to 4

parts of fine aggregates and 8 parts of coarse aggregates by volume were used in it. Plain

concrete is vibrated to achieve full compaction.

Concrete placed below ground should be protected from falling earth during and

after placing.

Concrete placed in ground containing deleterious substances should be kept free

from contact with such a ground and with water draining there from during placing and

for a period of seven days.

Figure 2: P.C.C

4.3 SolingWhen the soil is soft or bad, one layer of dry brick or stone soling is applied

below the foundation concrete. The soling layer is computed in sq m (Length x Breadth)

specifying the thickness.

4.4 Damp Proof Course

D.P.C. usually of 2.5 cm (1) thick rich cement concrete 1:1.5:3 or 2 cm, (3/4)

thick rich cement mortar 1:2, mixed with standard waterproofing material, is provided atthe plinth level to full width of plinth wall , and the quantities are computed in sq m,

(Length x Breadth). Usually D.P.C. is not provided at the sills of doors veranda openings,

for which deductions are made. (One kg of Cem-seal or impermo or other standard

waterproofing compound per bag of cement is generally used).


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4.5 Masonry

Masonry is computed in cu m (Length x Breadth x Height). Foundation and plinth

masonry is taken under one item, and masonry in superstructure is taken under a separate

item. In storied building the masonry in each story as ground floor above plinth level,

first floor, etc. is computed separately. In taking out quantities the walls are measured as

solid and then deductions are made for openings as doors, windows, etc. and such other

portions as necessary. Masonry of different types or classes, masonry with different

mortar, etc. are taken out under separate items.

4.6 Lintels Over Openings

Lintels are made of R.C.C or R.B., quantities are calculated in cu.m. Length of the

lintel is equal to the clear spanplus two bearings. If dimension of bearings are not giventhe bearing may be taken as same as the thickness of lintel with a minimum of 12cm

(4.5).

4.7 R.C.C and R.B. work

R.C.C and R.B work may be in roof or floor slab, in beams, lintels, columns,

foundations, etc. and the quantities are calculated in cu m. Length, breadth and thickness

are found correctly from the plan, elevation, and section or from other detailed drawings.

Bearings are added with the clear span to get the dimensions. The quantities are

calculated in cu m exclusive of steel reinforcement and its being but inclusive of

centering and shuttering and fixing and binding reinforcement in position. The

reinforcement including its taken up separately under steel, if other details are not given.

The volume of steel is not required to be deducted from the R.C.C. or R.B.

Columns:

Columns are the vertical members which are used to transfer the loads from the

roof beams to the footings. Based on the loads different sizes of columns are designed.

The various sizes of columns are used in our site those are 750x400, 400x600, 250x900,

230x300mm etc.


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Roof Beams:

Roof beams are horizontal members which transfers the loads from the slab to

columns. Based on the loads different sizes of roof beams are designed. The various

sizes of roof beams are used in our site those are 400x600, 400x750, 250x750mm etc.

Slabs:

Slab covers over roof beams which can take the live loads and transfers it to the

roof beams.

Generally the slabs are divided into two categories. When the ratio of long span

to short span is greater or equal to 2 then the slab is known as single way slab, when the

ratio of long span to short span is less than 2 then the slab is known as two way slabs.

R.C.C and R.B. work may also be estimated inclusive of steel and centering and

shuttering for the complete works, if specified.

Centering and shuttering (from work) are usually included in the R.C.C or R.B.

work, but may also be taken separately in sq m of surface in contact with concrete.

In R.C.C work plastering is not taken separately, but the exposed surface are

finished with thin rich cement sand mortar plastering to give smooth and even surface ,

which usually is not taken into consideration.

Reinforcement:

Steel reinforcements are used, generally, in the form of bars of circular cross

section in concrete structure. They are like a skeleton in human body. Plain concrete

without steel or any other reinforcement is strong in compression but weak in tension.

Steel is one of the best forms of reinforcements, to take care of those stresses and to

strengthen concrete to bear all kinds of loads. Grade Fe 415 is being used most

commonly nowadays. This has limited the use of plain mild steel bars because of higher

yield stress and bond strength resulting in saving of steel quantity. Some companies

have brought Thermo Mechanically Treated (TMT) and Corrosion Resistant Steel (CRS)

bars with added features. Among these types we used TMT bars in our construction.


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Figure 3: Slab Reinforcement

Terms Used In Reinforcement:

Bar-bending-schedule

Bar-bending-schedule is the schedule of reinforcement bars prepared in

advance before cutting and bending of bars. This schedule contains all details of size,

shape and dimension of bars to be cut.

Lap length

Figure 4: Lap Joint

Lap length is the length overlap of bars tied to extend the reinforcement

length. Lap length is about 50 times the diameter of the bar is considered safe. Laps of

neighboring bar lengths should be staggered and should not be provided at one level/line.


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At one cross section, a maximum of 50% bars should be lapped. In case, required lap

length is not available at junction because of space and other constraints, bars can be

joined with couplers or welded (with correct choice of method of welding).

Anchorage Length

This is the additional length of steel of one structure required to be inserted

in other at the junction. For example, main bars of beam in column at beam column

junction, column bars in footing etc. The length requirement is similar to the lap length

mentioned in previous question or as per the design instructions

Figure 5: Anchorage

Cover Block

Cover blocks are placed to prevent the steel rods from touching the

shuttering plates and thereby providing a minimum cover and fix the reinforcements as

per the design drawings.

The cover blocks used for different individuals are:

Footings 40mm

Columns 40mm

Slabs 15mm

Beams 25mm

Retainingwall 25mm for earth face

20mm for other face


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Figure 6: Cover Block

4.8 Flooring and Roofing

(i) Ground FloorThe base lime concrete and floor finishing of C.C. or stone or

Marble or Mosaic, etc. are usually taken as one job or one item (combined in one item)

and the quantity is calculated in sq m multiplying the length and breadth. The length and

breadth are measured as inside dimensions of wall to wall of superstructure. Both the

works of base concrete and floor finishing are paid under one item.

(ii) First floor, Second floor, etc.Supporting super structure is taken separately

is cu.m. as R.C.C., R.B. etc.. and the floor finishing is taken separately in sq m as 2.5 cm

or 4 cm C.C. (Cement Concrete) or marble or Mosaic, etc. if a cushioning layer of lime

concrete is given in between the slab and the floor, the cushioning concrete may be

measured with the floor under one item or taken separately.

(iii) RoofSupporting structure is taken separately in cu.m and the lime concrete

terracing is computed in sq. M with thickness specified, under a separate item including

surface rendering smooth. The compacted thickness of lime concrete terracing is 7.5 cm

to 12 cm. L.C. terracing may also be calculated in cu m with average thickness.

4.9 Plastering and Pointing

Plastering usually 12mm (0.5) thick is calculated in sq m. For walls the

measurements are taken for the whole face of the wall for both sides as solid, and

deductions for openings are made. Plastering of ceiling of 12mm thick is computed in sq


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m under a separate head as this work is done with rich cement mortar. For R.C.C work

usually no plastering is allowed but for fair finish a thin plaster of rich cement mortar

may be allowed which should not be taken in the measurement separately.

Pointing Pointing in walls is calculated in sq m for whole surface and deductions

similar to plastering are made.

4.10 Columns

Columns are the vertical members which are used to transfer the loads from the

roof beams to the footings. Based on the loads different sizes of columns are designed.

The various sizes of columns are used in our site those are 750x400, 400x600, 250x900,

230x300mm etc.

4.11 Doors and WindowsWood Work- Chowkhat or Frame

Door and window frames or Chowkhats are computed in cu.m. Length is obtained

by adding all the members of the chowkhat, top and two verticals if there is no sill

member, and adding bottom also if there is sill, and the length is multiplied by the two

dimensions of the cross section of the member.

4.12 White washing or Colour Washing or Distempering and Painting

The quantities are computed in sq m and are usually same as for plastering. The

inside is usually white washed or distempered and this item will be same as for inside

plaster. The outside is colour washed and the quantities of colour washing will be same as

for the outside plaster. Number of coats of white washing or colour washing is taken as

one job or work and the rates cover for number of coats which should not be multiplying

factor. The number of coats should be mentioned in the item. Deductions are dealt in the

same manner as for plastering.

Painting or Varnishing of doors and windows are computed in sq m, the

dimensions should be taken for outer dimensions of the chowkhat i.e., outer dimensions

of doors and windows. The area is measure flat. No separate measurement is taken for the

chowkhat, the area is same as the area of opening.


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The methods of measurement of white washing, colour washing, distempering

and painting of building surfaces in civil engineering works.

The following rules are to be followed:

1 Clubbing of Items

Items may be clubbed together provided these are on the basis of detailed

description of item, stated in this standard.

2 Booking of Dimensions

In booking of dimensions the order shall be consistent and generally in the

sequence of length, breadth or width and height.

3 Descriptions of Items

Description of each item shall unless otherwise stated, be held to include, where

necessary, conveyance; delivery; handling; unloading; storing; waste; return of packings;

necessary scaffolding; protective cover; and cleaning stains from floors, walls, glass

panes, etc.

4 Bills of Quantities

Item of work shall fully describe materials and workmanship, and accurately

represent the work to be executed.

5 Numbers of CoatsDecorative treatment shall be fully described stating the number of coats in each

case.

6 Preparatory Works

Preparatory work, such as brooming down, steel wire brushing, scrapping

washing and rubbing down, shall be described and included in the main item. Preparatory

work on new surfaces and primary coats, if any, shall be described and included in the

main item.

7 Classifications

Various decorative treatments shall be measured separately under the various

classifications as given below and materials and type of surfaces to be treated shall be

fully described:


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a) Whitewash, colour wash, etc;

b) Non-washable distemper;

c) Washable distemper;

d) Waterproof paint (colour/colourless);

e) Chalk whiting to cloth or hessian surface;

f) Linseed oil and cement to steel and iron work; and

g) Cement slurry wash.

Priming and alkali neutralizing treatments, scrapping of surface, washing surfaces

spoilt by smoke soot, removal of oil and grease spots, treatment for disinfection with

efflorescence, moulds moss, fungi, algae and kitchen shall be measured separately and

materials described.

8 Walls, Ceilings, etc.

Work on walls, ceilings and sloping roofs shall each be measured separately.

9 Old Treated Surfaces

Work on old treated surfaces shall be measured separately and so described.

4.13 Lump-sum Item

Sometimes a lump-sum rate is provided for certain small items for which detailed

quantities cannot be taken out easily or it takes sufficient time to find the detail, as front

architectural or decoration work of a building, fire-place, site cleaning and dressing etc.

4.14 Electrification, Sanitary and Water supply Works

For Sanitary and Water supply works 8% and for electrification 8% of the

estimated cost of the building works are usually provided in estimate.


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CHAPTER-5

RATE ANALYSIS

5.1 Definition

In order to determine the rate of a particular item, the factors affecting the rate of

that item are studied carefully and then finally, a rate is decided for that item.This process

of determining the rate of an item is termed as the analysis of rate or rate analysis.

5.2 Purposes of rate analysis

Following are the two main purposes of carrying out the rate analysis of an item :

1. To determine the actual cost per unit of item ; and

2. To examine the item for economic processes and economic uses of materials

involved in making the item.

5.3 Factors affecting Rate Analysis

The factors which affect the rare analysis of an item can broadly be divided into the

following two categories.

1. Major factors

2. Minor factors

1. Major factors : There are mainly two factors on which the rate of an item

depends namely.

i) Materials

ii)

Labour

Hence, in ordinary procedure of rate analysis, only these two forces are taken into

account and the rate of an item is derived. The points to be remembered for these two

factors will now be briefly mentioned.


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Materials :The quantities of various materials required for the construction of an item

can be easily worked out by knowing the specification of that item.The prices of various

materials required are fixed. But their prices are variable from place to place and from

time to time as they depend on the prevailing market conditions. Hence, before starting

the rate analysis of an item, it is essential to collect the prices of such materials from the

market at that instant.

It is the duty of the person framing the rate analysis to see that the materials available in

the market are in accordance with the specification of the item. It is also necessary to

include a certain percentage for waste of all materials to cover breakages, losses, cutting

waste, etc .However , the average percentage to be adopted for wastage will vary for

different trades and operations. With the help of the quantities of various materials and

prices of the materials, the cost of materials for a particular item can be calculated.

Labour: The labour force will be necessary to arrange the materials in a proper way so

that the item can be completed. For instance, heaps of bricks, cement and sand cannot be

used in the construction of brickwall, unless some masons, coolies and bhisties are

available. The amount of labour force required to carry out a unit of a particular item is

decided from the past experience or in case of a complicated item, it is decided by

carrying out a sample of that item. In any case , it is quite clear that the labour force

required will depend on the efficiency of the labourers and hence, this force will be

variable from place to place also, the price or wage of labour is a variable factor and will

vary from place to place, person to person and time to time.Hence the efficiency of the

labourer and the wage of the labourer should be properly studied before starting the rate

analysis for a particular item, By knowing the amount of labour force and the wage of

labourer, the cost of labour of a particular item is calculated.

2) Minor factors: These are the factors which come into force under special

circumstances and should, therefore, be given proper weight, when such conditions are to

exist following are some of such factors.


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i) Special equipment : If the execution of an item requires the use of some special

equipment or plant, the cost of using such special equipment on the rental basis should be

included in the rate analysis of that item.

ii) Place of work :The site of work will also have some effect on the rate of an item

under certain conditions. If it is too far, more amount will have to be spent on carting

similarly, if it is situated in a highly congested area, it will not be possible to take the

materials directly to the site. The materials will have to be stacked on the main road and

then they will have to be taken in hand lorries. This will increase the cost of transport of

the materials and consequently, the rates of the items are to be modified.

iii) Nature of work :If the work consist of large quantities of the items , the rates may be

less and vice versa.

iv) Conditions of contract : If the conditions of contract are very stiff, the rates of the

various items will be high and vice versa.

v) Profit of the contractor :The usual percentage of the profit of the contractor is ten.

But if it is more or less, the rate of the item will be correspondingly affected. The profit

of the contractor will includes his overhead charges also. These overhead charges are to

be reasonably ascertained and suitably allocated to various jobs carried out concurrently

by the contractor. The overhead expences can broadly be divided into two categories.

a) Expenses relating to the works such as expenses incurred for tools, testing , supervision ,

insurance , amenities at site, power, plant , stores , etc.

b) Expenses relating to the office establishment such as expenses incurred for postage , rent

, travelling, satisfactory, taxes, telephone, etc.

vi) Specifications :If the specifications of work provide for rigid type tolerances and

superior quality turn out, the rates will be on the higher side.

vii) Site conditions :If the site conditions are such that difficulties will be experienced

during execution of work, such as foundations involving water troubles, the rates will be

on the higher side, on the other hand, if site conditions are ideally suited for the

construction activities, the contractor may quote slightly lower rates .


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viii) Miscellaneous :The other remaining miscellaneous factors affecting rates of items

include time of completion of the project, climatic conditions , reproduction of the

contracting firm, discipline of the organization , etc.

From the above discussion, it is clear that the accuracy of rate analysis will depend on the

skill, knowledge, experience, precision and judgement of the person entrusted with the

work of rate analysis.

5.4 Importance of Rate Analysis

The process of rate analysis gives a clear picture of various forces acting behind

the performance of a particular item. It should be remembered that the rate analysis of

any item is never complete, for instance, in the rate analysis of brickwork, a definite ratefor bricks is assumed. But this rate for bricks is derived by the manufacturer of bricks by

his own rate analysis for preparing bricks. Thus, theoretically, the rate analysis of an item

is incomplete, but in practice, it serves as a useful guide to arrive at a reasonable rate for

a particular item.

5.5 Essentials of Rate Analysis

For arriving t the correct rate analysis of a particular item, the following essentials arenecessary for the person carrying out the rate analysis.

1) Good knowledge of construction work and familiarity with the trade.

2) Information regarding costs of materials, labour and equipment and

3) Output of labourer i.e. task works per day for various trades.

5.6 Schedule of Rates

A schedule or list of rates of various items is prepared after the analysis of rates of

these items. Such a document is known as the schedule of rates or S.O.R. It is prepared

by large concerns or public bodies. It becomes very useful, especially deciding the rate

of an extra item, carried out by the contractor.


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Normally, a clause in the conditions of contract is inserted, stating that , any extra

item that might occur during the execution of the work shall be paid as per rate in the

schedule of rates.

In some cases, the contractor may be asked to submit his tender by simply quoting

the percentage above or below the S.O.R for carrying out the construction work.

The schedule of rates consists of groups of items such as demolishing items,

excavation items, concrete items, brickwork items, etc. and also information, regarding

the present wages of labour and prices of different items , is given in it.

As the rates of items mentioned in the schedule of rates are likely to vary, the

schedule of rates is periodically revised, usually after three years.

The Central Public Works Department ( CPWD ) if the premier construction

organisation of the Govt.of India and it has been responsible for the planning and design,

construction and maintenance of a variety of building projects like mass housing

complexes, hospitals, educational institutions , sport complexes, highways, airports,

industrial buildings, bridges, etc. Hence, the schedule of rates serves as an important

document for the CPWD.

The CPWD schedule of rates contains the basic rates of materials, labour,

Carriage etc. of about 2500 items and the finished rates of about 3000 items of work

covered under different subheads like building work, road work, water supply and

drainage items etc. The rates of the finished items are worked out by the analysis of rates

with the standard requirements of material, labour and necessary sundries like water

charges, contractors profit, etc.

Due to continuous changes in the market rates of materials, wages of labour, cost

of carriage ,etc. the schedule of rates document requires revision frequently. The updating

of this document manually proved to be extremely difficult task, as it involved careful

analysis and thorough checking of several of items in the schedule. The use of computers

was found to be an ideal solution in the preparation and quick updating of this document

in minimum possible time without any chance of human errors.


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The CPWD has evolved the coding procedure and file organization of the

computer programme for the schedule of rates document. This is an important step in the

modernisation of the public work system and perhaps, the CPWD is the first

organization to take this measure in the country. It is likely that in future, an integrated

package of an easily updatable all India schedule of rates can be developed and it will

serve as an important national document useful for all the construction agencies in the

country.


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CHAPTER-6

ANALYSIS

PLANS

&DRAWINGS


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QUANTITY ESTIMATION

6.2.1. Foundations

a)Footing1:

Details of the Foundation 1:

Footing Size: 5'6"X 5' X 12"

Total Number: 4

Note: As per IS1200, Any footing must have a buffer of 600mm extra on either side from

the face of the footing.

Table 6.2.1.1detailed estimation of foundation 1

S.No. ItemDescription

Length

(m)

Breadth

(m)

HeightOr

Thickness(m)

Quantity

(m)

Remarks

1 EarthworkExcavation

5'6"+2(0.6)

=2.88

5'+2(0.6)=2.72

5'0"=1.52

11.91

2 P.C.C

(1:4:8)

6'0"

= 1.83

5'6"

= 1.68

6"

= 0.15

0.46

3 R.C.C work

a)In Footing1

b)In

Column1

Until ground

surface

5'6"

= 1.68

21"

= 0.53

5'

= 1.52

9"

= 0.23

12"

= 0.3

3'6"

= 1.07

0.77

0.13

H= 5'-6"-12"= 3'6"

Total R.C.C. 0.90

Earth work refilling= Earth work excavation-(R.C.C+P.C.C)

=11.91-0.90-0.46

=10.55m


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In Footing1:

Table 6.2.1.2final quantities of foundation 1

Item For 1 unit Total No. Total Quantity

Earthwork

Excavation

11.91 m

4 47.64 m

P.C.C (1:4:8) 0.46 m

4 1.84 m

R.C.C Work

-In Footing

-In Column (UntilG.S)

0.77 m3

0.13 m3

4

4

3.08 m3

0.52 m3

Total R.C.C 0.90 m

4 3.6m

Earthwork Refilling 10.55 m

4 42.2 m

Steel 31.10Kg 4 124.40 Kg.

b) Footing2:

Details of the Footing2:

Footing Size: 6'X 5'6"X 12"

Total Number: 8

Note: As per IS1200, Any footing must have a buffer of 600mm extra on either side from

the face of the footing.

Table 6.2.1.3detailed estimation of foundation 2

S.No. ItemDescription

Length

(m)

Breadth

(m)

HeightOr

Thickness(m)

Quantity

(m)

Remarks

1 EarthworkExcavation

6'+2(0.6)=3.03

5'6"+2(0.6)=2.88

5'0"=1.52

13.26

2 P.C.C(1:4:8)

6'6"=1.98

6'=1.83

6"=0.15

0.54

3 R.C.C

Work

a) In

Footing 1

b) InColumn1

Until

groundsurface

6'

=1.83

24"

=0.61

5'6"

=1.68

9"

=0.23

12"

=0.3

3'6"

=1.07

0.92

0.15

H=5'-6"-12"=3'6"

Total R.C.C. 1.07


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Earth work refilling= Earth work excavation-(R.C.C+P.C.C)

=13.26-1.07-0.54

=11.65m

In Foundation 2:

Table 6.2.1.4final quantities of foundation 2

Item For 1 unit Total No. Total Quantity

EarthworkExcavation

13.26 m

8 106.08 m

P.C.C (1:4:8) 0.54 m

8 4.32 m

R.C.C Work

-In Footing-In Column (Until

G.S)

0.92m3

0.15 m3

88

7.36 m3

1.2 m3

Total R.C.C 1.07 m

8 8.56 m

Earthwork Refilling 11.65 m

8 93.2 m

Steel 38.22Kg. 8 305.76Kg.

Reinforcement for footing :footing dimensions 5'6'' X 5'

As per standards end cover for

footing = 2

Length of steel along longer

span= length of footing -2 x end

cover + 2 x hooks

L1= 56-2x2+2x9x0.012

= 1.79m

Figure 7: Footing Plan

N0.0f bars = {(length of footingend cover) /centre to centre distance }+1

= (56-2x2)/6 +1 = 11.33 = 12


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Total length of bar = no. of bars x length of one steel bar =21.48 m

Unit weight of steel = 7850 kg/m

Diameter of the bar = 12mm

Total weight of steel = unit weight of steel x area of the bar x length of the bar

= 7850 x (/4 x 0.012) x 21.48

=19.07 kg

Cost of steel = Rs 40/kg

Total cost of steel in footings = 40 x 19.07

= Rs 768.80

Similar calculations are made for footings in shorter span direction.

Table 6.2.1.5barbending schedule of footings

S.NO Descriptionof item

Shape Diameter( mm)

No Length( m)

Totallength

(m)

Unitweight

(kg/m)

Totalweight

(kg)

1 Column

C1-4 nos

a) longer

direction

b) shorterdirection

12

12

40

44

1.8

1.54

72

67.76

0.89

0.89

64.08

60.30

2 ColumnC2-8 nos

a)longer

direction

b)shorter

Direction

12

12

88

96

1.94

1.8

170.72

172.8

0.89

0.89

151.94

153.79

Total 430.16

Total quantities in foundation:

Total earthwork excavation = 47.64+106.08


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= 153.72 m3

Total quantity of p.c.c (1:4:8) =1.84+4.32

= 6.16 m3

Total Quantity Of R.C.C. = 3.6+8.56

= 12.16 m3

Total Earthwork Refilling = 42.2+93.2

= 135.4 m3

Total Steel Quantity In Footings = 430.16kgs(Excluding Column part)


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6.2.2Plinth Beams R.C.C Work ( Table -6.2.2.1)

S.No. Description

of item

No. Length

(m)

Width

(m)

Depth

OrHeight

(m)

Quantity

(m)

Total

quantity

(m)

1 Beam 1

Beam 2

2

6

55'6''=16.92

26'6''=8.08

9''=0.23

9''=0.23

12''=0.3

12''=0.3

2.33

3.35

2 Deductions

at junctions

of beam1&2

At column1

At column 2

4

8

21''

=0.53

24''

=0.61

9''

=0.23

9''

=0.23

12''

=0.3

12''

=0.3

-0.15

- 0.34

Total 5.19

3 Filling inside

plinth beams

40mm HBGMetal &

earth filling 1 15.54 7.62 0.8 94.73

Total 94.73

Reinforcement in Plinth Beams (Table6.2.2.2)

S.NO. Description

of item

Shape Diameter N0. Length Total

length

Unit

weight

Total

quantity

1 Beam 1

Main bar

Extra bar

Beam 2

Main bar

Extra bar

Stirrups

16

16

16

16

8

8

4

24

12

456

17.16

10.71

8.32

7.51

1.11

137.28

42.84

199.68

90.12

506.16

1.58

1.58

1.58

1.58

0.39

216.9

67.68

315.5

142.39

197.4

Total 939.87


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6.2.3 Compound Wall Table6.2.3.1

S.NO. Description

of item

NO. Length

(m)

Breadth

(m)

Height

Or depth

(m)

Quantity

(m)

Total

quantity

(m)1 Earth work

excavation

Long wall

Short wall

2

2

21.34

10.6

0.8

0.8

0.5

0.5

17.07

8.48

Total 25.55

2 R.Rmasonry

Long wall

Short wall

2

2

20.94

11

0.4

0.4

0.5

0.5

8.38

4.4

Total 12.78

3 Earth workrefilling

Long wall

Short wall

2

2

21.34

10.6

0.4

0.4

0.5

0.5

8.54

4.24

Total 12.78

4 Brick work

Long wall

Short wall

2

2

20.77

10.83

0.23

0.23

1.5

1.5

14.33

7.47

Deductionof gate 1 4 0.23 1.5 -1.38

Total 20.42

6 Plastering

(C.M 1:4)

External

Internal

1

1

64.34

62.96

1.5

1.5

96.51

94.44

Total 190.95m


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6.2.4 Columns:

a)In columns above ground surface :

Total Height of Column = (No. of Floors * Floor Height) - (No. of beams on column

*beam Thickness)

= (4*3m) - (3*18'')

= 10.63m

From N.G.L. to Plinth top, Height = 12''

Therefore Total Height of Column above G.S or G.L = 10.63+ 12'' =10.93 m

(G.S = Ground Surface)

Table 6.2.4.1C.C. work in columns

ColumnNo.

Specification Length

(m)

Breadth

(m)

Height

(m)

Quantity

(m3)

TotalNo.

TotalQuantity

(m3)

C1 9 X 21 9=0.23m 21=0.53m 10.93m 1.33 4 5.32

C2 9 X 24 9=0.23m 24=0.61m 10.93m 1.53 8 12.24

Total 17.56

Therefore, Total Column Concrete Quantity above G.S = 17.56 m3


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b) Reinforcement for columns : ( Table -6.2.4.2 )

S.No. Description

Of item

Shape Diameter

(mm)

Nos. Length

(m)

Total

Length(m)

Unit

Weight(kg/m)

Total

Weight(kg)

1 Main bars

upto plinthlevel for

a)ColumnC1-4 nos

b)Column

C2-8 nos

20

16

25

20

24

16

32

48

2.28

2.13

2.36

2.28

54.72

34.08

75.52

109.44

2.46

1.58

3.85

2.47

134.61

53.84

290.75

270.31

3 Stirrups

upto plinthlevel for

a)columnc1-4 nos

b)column

c2-8 nos

8

8

40

80

2.288

2.3

91.52

184

0.39

0.39

35.7

71.76

4 Main bars

from plinthlevel to

G+3 for

a)ColumnC1-4 nos

b)Column

C2-8 nos

20

16

25

20

24

16

32

48

14.01

14.01

14.01

14.01

336.24

224.16

448.32

672.48

2.47

1.58

3.85

2.47

830.51

354.17

1726

1661

5 Stirrups

from plinth

level to

G+3 for

columnC1-4 nos

column

C2-8 nos

12

12

352

352

2.432

2.432

856

856

0.89

0.89

761.84

761.84


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6.2.5 Beams

Table6.2.5.1 C.C. work in roof beams

S.NO. Description

of item

NO. Length Breadth Height Quantity Total

quantity

1 Beam 1

Beam 2

Small beam1

(b/w 5&6)

Small beam1

(b/w 1&2)

3

6

1

1

51'=15.55

34'

=10.36

10'3''

=3.12

11'6''

=3.51

9''=0.23

9''

=0.23

9''

=0.23

9''

=0.23

12''=0.30

12''

=0.30

12''

=0.30

12''

=0.3

3.21

4.29

0.22

0.24

Total 7.96

C.C work in roof beams for single floor = 7.96 m

for total building = no. of floors X C.C work in single floor

= 4 X 7.96

= 31.84 m


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d) Beam Reinforcement Calculation:

Figure 8: Beam Reinforcement

Beam dimension = 139 x 9 x 12

Length of main bar in beam = total length of beam 2* end

cover + 2* hooks

= 139 2*1+ 2* 9* 0.016

=4.43 m

We have 4 bars of this type in one beam so ,

Total length of main bar = 4* 4.43

=17.72 m

Extra bars at ends, length of extra bar

=

= 2*( 13/4 + 9 -1 + 2*9* 0.016)

= 2.96 m

We have 2 extra bars for this beam so,

Total length of extra bars in this beam = 2* 2.96

= 5.92 m

Total length 16 mm dia bars in this beam = length of main bar +length of extra bars

= 17.72+5.92

= 23.64 m


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Area of bar = /4 * 0.016

Total weight of bars = unit weight * area* total length

= 7850 * /4 * 0.016 * 23.64

= 37.31kg

Dimension of stirrup = 20.5 X 7

Total Length of one stirrup = 2*( L+B + hooks )

= 2*(20.5+7-9*0.008)

=1.25m

No. of stirrups = ( length of beam2*end cover)/center to center distance of stirrups + 1

= ( 139- 2* 1)/ 7 +1

= 24.28

= 25

Total length of all stirrups = no. of stirrups * length of single stirrup = 25 *1.25

=31.25


Area of bar = /4 * 0.008

Weight of stirrups = unit weight * area * total length of stirrups

= 7850 * /4 * 0.008*31.25

=12.33 kg


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Beam Reinforcement Details

Table 6.2.5.2bar bending schedule of roof beams

S.No

.

Description of

item

Shape Diameter

(mm)

No Length

(m)

Total

length

(m)

Unit

weight

(kg/m)

Total

weight

(kg)1 BEAM 1

Main bars

Extra bars

SMALL

BEAM 1(b/w 6&5)

Main bar

Extra bar

SMALLBEAM 1

(b/w 1&2)

Main bar

Extra bar

STIRRUPS

Beam1

Small beam1b/w 6&5

Small beam1

b/w 1&2

16

16

16

16

16

16

8

8

8

12

6

4

2

4

2

288

21

23

17.92

10.71

3.82

2.55

3.97

2.74

1.2236

1.236

1.236

215.04

64.26

15.28

5.1

15.88

5.48

355.97

25.96

28.43

1.58

1.58

1.58

1.58

1.58

1.58

0.39

0.39

0.39

339.76

101.53

24.14

8.06

25.09

8.66

138.83

10.12

11.09

2 BEAM 2

Main bar

Extra bar

STIRRUPS

20

20

24

12

10.6

10.16

254.4

121.92

2.47

2.47

628.37

301.14


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48

8mm@6''c/c

8mm@7''c/c

8

8

8

8

264

264

138

138

1.54

0.32

1.54

0.32

406.56

84.48

212.52

44.16

0.39

0.39

0.39

0.39

158.56

32.95

82.88

17.22

Total 1888.4

Total steel required in all beams in single floor = 1888.4 kg

total steel required for beams in building = no. of floors X steel required in each floor

= 4 X 1888.4

=7553.6 kg


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49

6.2.6 Slabs

In Ground Floor:

slab dimensions :

Length= 55'6''

Breadth=34'

slab area = total slab area - openings of lift -opening of stair case

total Slab Area =55'6'' X 34' = 175.29 m2

Lift dimensions :

L = 6'

B = 4'6''

Lift Area = 6' X 4'6'' = 2.51 m2

Stair case dimensions

L = 12'6''

B = 6'

Staircase area = 12'6'' X 6' = 6.97 m2

Slab area = 175.29- 2.51 - 6.97 = 165.81

Thickness of the Slab = 4.5

Slab Quantity = 165.81X 4.5 = 18.95 m3

Therefore Ground Floor Slab Quantity = 18.95 m3

For all the floors, Slab Properties are the same and henceforth same quantity

Total Slab Concrete Quantity = 75.8 m3


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50

Slab Reinforcement Sample Calculations:

Sample slab dimensions 20 X 11

End cover for slabs 20mm

Along long span

Length of straight bar =length of slab(2* end cover)+ 2*hooks

= 20-(2*0.02)+(2*9*0.008)

=6.2 mLength of cranked bar= length of straight bar +( 0.42*d)* no. ofcranks

= 6.2+( 0.42*0.008*2)

= 6.21 m

No. of bars = (length of slab- 2*end cover )/spacing of bars +1

= (20- 2*0.02)/ 6 +1

= 40.73=41 numbers


Area of bar = /4 *0.008

Total weight of steel = unit weight *area*length

=7850* /4 *0.008 *254.4=100.4kg


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51

i) Slabs Reinforcement Details

table 6.2.6.1bar bending schedule of slabs

S.No Description

of item

Shape Diameter

(mm)

No. Length

(m)

Total

length

(m)

Unit

weight

(kg/m)

Total

Weight

(kg)1 Along

shorter span

1)b/w 1&2

a) straight

bar

b) cranckedbar

2) b/w 2&3

a) straight

bar

b) cranckedbar

3) b/w 3&4

a) straight

bar

b) cranckedbar

4) b/w 4&5

a) straight

barb) crancked

bar

5) b/w 5&6

a) straight

bar

b) cranckedbar

16

16

16

16

16

16

16

16

16

16

13

13

13

12

7

6

14

14

12

12

10.46

10.48

10.46

10.47

5.05

5.06

10.46

10.47

10.46

10.448

135.98

136.24

135.98

125.64

35.35

30.36

146.44

146.58

125.52

125.76

1.58

1.58

1.58

1.58

1.58

1.58

1.58

1.58

1.58

1.58

214.85

215.26

214.84

198.51

55.85

47.97

231.38

231.6

198.32

198.7


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52

Alonglonger span

1) b/w

staircase &lift

a) straight

barb) crancked

bar

2) side oflift

a) straight

bar

b) cranckedbar

3) side of

staircase

a) straight

barb) crancked

bar

8

8

8

8

8

8

17

17

12

12

26

26

17.4

17.44

7.65

7.67

7.65

7.67

295.8

296.48

91.8

92.04

198.9

199.42

0.39

0.39

0.39

0.39

0.39

0.39

115.36

115.63

35.8

35.9

77.57

77.77

Total 2265.11

Total weight of steel in slab for one floor = 2265.11 kg

Total weight of steel required for building in slabs = number of slabs X total weight of

steel in single slab

= 4 X 2265.11

= 9060.44 kg


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53

6.2.7 BRICK WORK

Table 6.2.7 - Brick work

S.no. Description of

item

Nos. Length

(m)

Breadth

(m)

Height

Or

depth(m)

Quantity

(m)

Total

quantity

(m)

1 External walls(9")

a) long wall

(along beamB1)

b)short wall

(along beam

B2)

2

4

55'6''=16.92

32'6''

=9.91

9''=0.23

9''

=0.23

2.7

2.6

21

23.7

2 Internal walls

(4'')a)main bed

room

1)long wall

2)short wall

b)kitchen

1)long wall

2) short wall

c)Toilet wall

d) Balcony wall

e) C.Bed Room

1)long wall

2) short wall

2

2

2

4

4

2

1

1

12'10''

=3.91

11'

=3.35

12'10''

=3.91

7'10.5''=2.4

4'=1.22

10'=3.05

12'7''

=3.81

10'

=3.05

4"

=0.1

4''

=0.1

4''

=0.1

4''=0.1

4''=0.1

4''=0.1

4''

=0.1

4''

=0.1

2.7

2.6

2.6

2.7

2.7

3

2.7

2.6

2.1

1.74

2.03

2.6

1.32

1.83

1.03

0.8


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54

f) C.Bed Room1) long wall

2)short wall

1

1

11'4''

=3.45

10'=3.05

4''

=0.1

4''=0.1

2.7

2.6

0.93

0.8

Total 59.88

= 60

DEDUCTIONS

3 DOORS

a) main door

b) door (D)

C) door (D1)

2

4

8

3'6''

=1

3'

=0.91

2'6''=0.76

9"

=0.23

4''

=0.1

4''=0.1

6'9''

=2

6'9''

=2

6'9''=2

-0.92

-0.73

-1.22

4 WINDOWS

a) window (W)

b)window (W1)

c)window(W2)

d) kitchen

window (K/W)

2

9

1

2

6'

=1.8

4'

=1.2

3'=0.9

2'

=0.6

9''

=0.23

4''

=0.1

4''=0.1

4''

=0.1

4'

=1.2

4'

=1.2

4'=1.2

1'6''

=0.45

-1

-1.3

-0.11

-0.05

5 VENTILATOR

(V)

2 2'

=0.6

4''

=0.1

1'6''

=0.45 -0.05

6 COLUMNS

a) column (C1)

b) column (C2)

4

8

21''

=0.53

29''

=0.74

9''

=0.23

9''

=0.23

2.6

2.6

-1.27

-3.5


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55

7 BALCONYa)Wide balcony

b)kitchenbalcony

c) staircase

landing

2

2

1

10'

=3.05

7'9''

=2.36

6'

=1.83

9''

=0.23

9''

=0.23

9''

=0.23

1.68

1.83

1.83

-3

-2

-0.77

Total

deduction

-15.92

=(-)16

Total quantity of brick for one floor = total brick work + deductions

= 60-16

= 44 m

total quantity of brick work in building = no.of floors X single floor brick work

= 3 X 44

=132 m

total no.of bricks =

brick size = 0.19 X 0.09 X 0.09 m

brick size along with cement mortor = 0.2 X 0.1 X 0.1 m

total no. of bricks =

= 66000


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56

6.2.8 PLASTERING

Table 6.2.8.1plastering work

S.no. Decsription of

item

Nos. Length

(m)

Breadth

(m)

Height

or

depth(m)

Quantity

(m)

Total

quantity

(m)

18mm cement

plastering 1:4

in walls

1 Main bed rooma) long wall

b) short wall

c) slab

d) column

4

4

2

4

12'6''

=3.81

11'

=3.35

12'6''=3.81

4'5''=1.35

11'=3.35

10'

=3.05

10'

=3.05

8'6''=2.59

46.48

40.87

25.53

14

2 Kitchen rooma)long wall

b)short wall

c)slab

4

4

2

9'

=2.74

7'10.5''=2.4

9'=2.74

7'10.5''=2.4

10'

=3.05

10'=3.05

33.43

29.28

13.15

3 Toilets(6' X 4')

a) long wall

b)short wall

c) slab

4

4

2

6'

=1.83

4'

=1.22

6'

=1.83

4'

=1.22

10'

=3.05

10'

=3.05

22.33

14.88

4.47


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58

b) short wall

c) slab

2

1

11'

=3.35

20'4.5''=6.21

11'=3.35

10'

=3.05 20.44

20.8

8 C.BED ROOM(11' X 10')

a) short wall

b) short wall

c) slab

d)columns

C.BED ROOM(12'3'' X 10')

a)long wall

b) short wall

c)slab

d) column

2

2

1

4

2

2

1

4

11'

=3.3510'

=3.05

10'=3.05

4.5''

=0.11

12'3''

=3.73

10'

=3.05

10'

=3.05

4.5''=0.11

11'=3.35

12'3''

=3.73

10'

=3.0510'

=3.05

8'6''

=3

10'

=3.05

10'

=3.05

8'6''=3

20.44

18.61

10.22

1.32

22.75

18.61

11.38

1.32

9 Lift

a) long wall

b) short wall

2

2

6'

=1.83

4'6''

=1.37

10'4.5''

=3.16

10'4.5''

=3.16

11.57

8.66

10 Wide corridora) long wall

b) short wall

2

1

16'6.5''

=5.04

6'

=1.83

10'

=3.05

10'

=3.05

30.74

5.58


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59

c) slab 1 16'6.5''

=5.04

10'

=3.05 15.37

11 WIDE

BALOCNY

a) long wall

b) short wall

c) slab

d) short long

wall

e) short longwall top

2

4

2

2

2

10'

=3.05

3'

=0.91

10'

=3.05

10'=3.05

10'

=3.05

3'

=0.91

9''

=0.23

10'

=3.05

10'

=3.05

3'=0.91

18.61

11.10

5.55

5.55

1.4

12 Kitchen wash

a) long wall

b) short wall

c) slab

d) short long

wall

e) short longwall top

2

4

2

2

2

8'1''

=2.46

3'6''

=1.07

8'1''

=2.46

8'1''

=2.46

8'1''=2.46

3'6''

=1.07

9''=0.23

10'

=3.05

10'

=3.05

3'

=0.91

15

13.05

5.26

4.48

1.13

13 Out side

a) long wall

b) short wall

2

2

55'6''

=16.92

34'

=10.36

10'4.5''

=3.16

10'4.5''

=3.16

106.93

65.48Total 910.72


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60

Deductions

DOORS

1) M.D

2)D

3)D1

WINDOWS

1) W

2)W1

3)W2

4) K/W

5) V

OUT SIDE

OPENINGS

a) widebalcony

b) kitchen

wash

4

8

16

4

18

2

4

4

2

2

3'6''=1.07

3'

=0.91

2'6''

=0.76

6'

=1.83

4'

=1.22

4'

=1.22

3'

=0.91

2'

=0.61

10'=3.05

7'10.5''=2.4

6'9''=2.06

6'9''

=2.06

6'9''

=2.06

4'

=1.22

4'

=1.22

3'

=0.91

2'6''

=0.76

1'6''

=0.46

7'=2.13

7'=2.13

-8.82

-15

-25.05

-8.93

-26.8

-2.22

-2.77

-1.12

-13

-10.22

Total

deducti

on -113.91

Painting is similar to plastering .


61/71

61

6.2.9 Stair case

Table 6.2.9.1C.C. work in stair case

S.NO Description of

item

No Length

(m)

Breadth

(m)

Height

(m)

Quantity

(m)

Total

quantity

(m)

Remarks

1 Stair case

R.c.c bed

Landing area

2

1

3.09

6'1.83

3'

0.91

3'6''1.07

5''

0.127

5''0.127

0.71

0.25

Total 0.96

Reinforcement in staircase

Table 6.2.9.2bar bending schedule of stair case

S.NO. Description

of item

shape diameter NO. Length Total

length

Unit

weight

Total

quantity

1 Main

reinforcement

Distribution

reinforcement

12

8

14

32

3.68

0.86

51.52

27.53

0.89

0.39

45.85

10.73

Total 56.58

reinforcement in staircase for single floor = 56.58 kg

reinforcement in total staircase = no. of floors X reinforcement in single floor

= 4 X 56.58

= 226.32 kg


62/71

62

6.2.10 LINTELS

Table 6.2.10.1C.C. work in lintels

S. NO Descriptionof item

NO. Length

(m)

Breadth

(m)

HeightOr depth

(m)

Quantity

(m)

Totalquantity

(m)

1 Over

M.D

DD1

W

W1

W2

K/WV

2

48

2

9

1

22

1.37

1.221.07

2.13

1.52

1.22

1.221.07

0.23

0.10.1

0.23

0.23

0.1

0.10.23

0.1

0.10.1

0.1

0.1

0.1

0.10.1

0.06

0.050.09

0.1

0.31

0.01

0.020.05

TOTAL 0.69

For three floors = 3 X 0.69

= 2.07 m

6.2.11 SKIRTING

Table 6.2.11.1 - skirting

S.NO. Description

of item

NO. Length

(RM)

Breadth

(m)

Height

(m)

Quantity

(RM)

Total

quantity(RM)

1 M.BED

C.BED

Living,dining hall

Kitchen

Wide

balconyK/wash

Toilets

2

2

2

2

22

4

14.32

13.56

25.11

10.29

7.927.06

6.1

28.64

27.12

50.22

20.58

15.8414.12

24.4

Total 180.92


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63

6.2.12 AREA UNDER TILES ( table 6.2.12.1)

S.NO. Description of

item

N0. Length

(m)

Breadth

(m)

Depth

Or height(m)

Quantity

(m)

Total

quantity(m)

1

Common bedroom

(12'3'' X 10')

Dining hall

(10' X 9'7.5'')

Living hall

(20'4.5'' X

11')

Wide balcony

Kitchen

Kitchen wash

area

Toilets(6' X 4')

Toilets(6'2'' X 4')

Living hall(20'4.5'' X

12'3'')

Dining hall

(10' X 8'4.5'')

Common bedroom

(11' X 10')

Wide corridor(16'6.5'' X 6')

1

1

1

2

2

2

2

2

1

1

1

1

12'3''=3.73

10'

=3.05

20'4.5''

=6.21

10'

=3.05

9'=2.74

7'10.5''=2.4

6'

=1.83

6'2''=1.88

20'4.5''

=6.21

10'

=3.05

11'

=3.35

16'6.5''

=5.04

10'=3.05

9'7.5''

=2.93

11'

=3.35

3'

=0.91

7'10.5''=2.4

3'6''=1.07

4'

=1.22

4'=1.22

12'3''

=3.73

8'4.5''

=2.55

10'

=3.05

6'

=1.83

11.38

8.94

20.8

5.55

13.15

5.13

4.47

4.47

23.16

7.78

10.22

9.22

Total 124.27


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65/71

65


66/71

66


67/71

67


68/71

68


69/71

69

RESULTS

Table 7.1.1

S.No Description of item Quantity

1 Earth work excavation 179.27 m

2 P.C.C bed concrete quantity 6.16 m

3 Total R.C.C work 148.48 m

4 Total Cement mortar

a) for bricksb) plastering

c) under tiles

36.02 m15.96 m

7.88 m

5 Total bricks 78130

6 Steel

8mm dia bars

12mm dia bars

16mm dia bars 20mm dia bars

25mm dia bars

3986.5kg2137.24kg

10408.56 kg6614.47 kg2106.75 kg

Total Steel 25,251kgs

7 Total cement bags ( 50kg / bag) 1045 bags

8 Fine aggregates (sand ) in tones 150 tonnes

9 Coarse aggregates in tones 122 tonnes

1m 20mm aggregate = 1.43 metric tonnes

1m of cement = 1440 kg

1m of sand = 1602 kg

Land cost per sq. yard = 42, 000

Total area = (40' X 70')

= 311.11 sq. yards

Total cost of land = Rs 1,30,66,667/-

Total construction cost = Rs 65,92,902/-

Total cost = cost of land + cost of construction

= 1,30,66,667 + 65,92,902

=Rs1,96,59,569/-


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70

CONCLUSION

The estimate also gives an idea of the time required for the completion of the

work, i.e. the probable time of completion can also be calculated. Also before the start of

any work, at least probable cost has to be found out, here estimation and costing plays an

important role. The estimate is also required for inviting tenders and to arrange contract

and to control the expenditure during execution.

The primary object of an estimate is to enable one to know, beforehand, the cost

of work. The actual cost is known only after the completion of the work from the account

of completed work. The estimate may be prepared approximately as a preliminary

estimate by various methods without going into the details of different items of work, to

know the approximate cost or rough cost.

Estimation and Analysis of Rates of various Items of Building are calculated and

presented in this documentation. All the calculations are based on the Design Drawings

provided, Standard Schedule of Rates, Andhra Pradesh, 2013-14 and Standard Data

Book. Reading the drawings, which is the essential feature of a Civil Engineer, has been

learned all through this project.


71/71

REFERENCES

[1] IS: 1200Hand Book of Method of Measurement of Building Works

[2] SP-34Hand book on Concrete Reinforcement and Detailing

[3] Estimating and Costing in Civil Engineering by B.N. Dutta, 26th

revised

Edition, UBS Publishers Distributors pvt. Ltd. , 2007, pages 1, 4-11, 13-20, 213-214,

448-449, 472-517, 564.

[4] Standard Schedule of Rates (SSR), Andhra Pradesh, 2013-14

[5] Standard Data BookFor Material and Labour Constants

cost and quantity estimation

Documents