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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
13
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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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Unit weight of steel = 7850 kg/m
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
Unit weight of steel = 7850 kg/m
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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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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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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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
Unit weight of steel = 7850 kg/m
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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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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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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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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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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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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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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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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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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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 .
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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
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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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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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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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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.
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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