WELCOME TO ALL
PRESENTATION
ON
ESTIMATE BY GROUP

II
ESTIMATE (GROUP

II)
CC ROAD & BUILDINGS
Sl. No.
Name of the Officials
Desiganation
District
Block
Phone No
E

mail ID
1
R.K
Behera
A.E.
Keonjhar
Saharpada
9437793610
behera.rajkumer327@gmail.com
2
J.K.Mishara
J.E.
Mayrbhanj
Badasahi
9937579252
jkmishra03@yahoo.co.in
3
Dillip
kumar
Behera
J.E.
Cuttack
Narasinghpur
9437353342
beheradillip2008@gmail.com
4
Damodar
Sahu
J.E.
Nayagarhi
Nuagaon
9437145984
damodar_1969@rediffmail.com
5
Rakesh
Sahu
C.P.
Gajapati
Nuagarh
9439323503
rakeshkumarsahu.2004@gmail.com
6
Pratap
Kumar
Nayak
GPTA
Ganjam
Patrapur
9437277498
prateeknayak1012524@yahoo.co.in
7
Saroj
Kumar
Panigrahi
A.E.
Bargarh
Bheden
9861296252
psaroj91@yahoo.com
8
Madhumita
Mishra
JE
Jharsuguda
Jharsuguda
9937712589
madhu2003.2010@rediffmail.com
9
Biswa
Mohan
Patnaik
J.E.
Puri
Delanga
9438662227
biswamohan_1968@rediffmail.com
10
Ashok Kumar
Panigrahi
Estimator
Koraput
DRDA
9437182070
ashok_1997.2010@rediffmail.com
Process
for
preparing
any
estimate
in
excel
sheet
:
Before
going
to
prepare
any
estimate
on
excel
sheet,
the
study
of
the
drawing
are
very
much
vital
for
its
visualization
as
regards
to
length,
breadth
and
height
starting
from
foundation
to
finishing
work
in
case
of
Building
work
.
In
case
of
road
work,
similar
stages
needs
to
be
adopted
for
visualizing
length,
breadth
.
Plan
&
section
along
with
foundation
details
is
required
for
any
kind
of
work
.
Now,
in
the
excel
sheet,
the
estimate
needs
to
be
prepared
in
a
sequence
manner
such
as
starting
from
earth
work
in
foundation
to
finishing
work
to
arrive
at
the
quantities
.
The
total
quantity
of
individual
items
of
work
is
derived
in
separate
sheet
as
called
as
Abstract
of
estimate
.
DETAILED SHEETS
•
1 . COVER PAGE
•
2. REPORT
•
3. DATA SHEET / QUARRY CHART
•
4 ABSTRACT OF ESTIMATE
•
5. DETAILED ESTIMATE
•
6. LEAD STATEMENT
•
7. ANALYSIS OF RATES
•
8. MATERIALS & LABOUR STATEMENT
•
9. T.S & FS
•
10. DRAWING
Construction of Building
Building
1.
Materials
A.
Cement
(i)
Ordinary Portland Cement (IS

269

1976)
(ii)
Rapid Hardening Portland Cement (IS

8040

1978)
(iii)
Portland slag Cement (IS

455

1976)
(iv)
Portland Pozzolana Cement (IS

1489

1976)
(v)
White Cement
(vi)
Coloured Cement
(vii)
Hydrophobic Cement (IS

8043

1978)
Setting time of Cement
(i)
Initial Setting time

Not less than 30 min.
(ii)
Final setting time

Not more than 600 min.
B. Reinforcement
•
The reinforcement shall be any of the following :

(i)
Mild steel & medium tensile steel bars (IS

432

1966)
(ii)
Hot rolled deformed bars (IS

1139

1966)
(iii)
Cold twisted bars (IS

1786

1979)
(iv)
Hard

drawn steel wire fabric (IS

1566

1967)
(v)
Rolled steel made from structural steel (IS

226

1975)
Permissible stress in steel Reinforcement
Sl
No
Type of stress in
steel
reinforcement
Permissible stress in N/mm2
M.S. bar
Grade

I (IS

432

1966/
Deformed M.S.
bar (IS

1139

1966)
Medium Tensile
steel (IS

432 part

1,1966 or Defend
medium tensile steel
(IS

1139

1966)
HYSD bars
IS

1139

1966
or IS

1786

1979 (Grade

Fe

415)
1
Tension (6 st)
a)Up to 20mm
b)Over 20mm
140
130
190
190
230
230
2
Compression in
column bars (sc)
130
130
190
N.B. We are using HYSD bar of Fe

415 grade & Fe

500
grade of TATA TISCON & SAIL BRAND
R.C. Concrete
Grade Designation
Specified characteristic
compressive strength at 28 days
(N/mm2
)
M

10 (1:3:6)
10
M

15 (1:2:4)
15
M

20 (1 :1.5:3)
20
M

25 (1:1:2)
25
M

30 (1:1:1)
30
Note 1

In the designation of concrete mix, letter M refers to the mix & the number to
the specified characteristic compressive strength of 15 cm cube at 28 days expressed in
N/mm2.
Note 2

Grade of concrete lower than M

15 shall not be used in reinforcement concrete.
Requirement of water in concrete per 50 kg of
cement
Grade of Concrete
Quantity of Water per 50 kg
of Cement (max)
M 7.5 (1:4:8)
45 lit
M 10 (1:3:6)
34 lit
M 15 (1:2:4)
32 lit
M 20 (1: 1 ½:3)
30 lit
Removal of Formworks
•
In
normal
circumstances
&
where
ordinary
Portland
Cement
is
used,
forms
may
generally
be
removed
after
the
expiry
of
the
following
period
.
Wall, column & vertical faces of all
structural members
24 to 48 hrs as may be decided
by the Engineer

in

charge
Slab (Props left under)
3 days
Beam soffits (Props left under)
7 days
Removal of props under slab
i.
Spanning up to 4.5 m
ii.
Spanning over 4.5 m
7 days
14 days
Removal of props under beams & arches
i.
Spanning up to 6 m
ii.
Spanning over 6 m
14 days
21 days
2. General Design Requirements
•
A.
Load & Forces
In structural design, account shall be taken of dead, live & wind loads
& forced such as those causes by earthquake & effects due to shrinkage,
creep & temperature etc. where applicable.
Unit Weight of some of the Building Materials
Materials
Unit Weight
A.C. Sheets
137 N/m2
Bricks (broken)
14.2 Kn/m3
Bricks (common)
16 Kn/m3
Cement (ordinary)
14.1/m3
Cement Mortar
20 Kn/m3
Cement Concrete (plain)
24 Kn/m3
Cement Concrete (reinforced)
25 Kn/m3
Stone (granite)
24.5 Kn/m3
Stone (marble)
26.5 Kn/m3
Timber (Sal)
5.1 Kn/m3
Timber (Teak)
6.25 Kn/m3
•
Dead Loads
It should be calculated on the basis of unit weight of
the materials as specified for construction.
•
Live Loads & Wind Loads
It should be assumed in accordance with IS

875

1964.
•
Earthquake Forces
It should be calculated in accordance with IS

1893

1975.
Foundation
•
Types of foundation
i. Continuous stepped footing for walls.
ii. Isolated footing for columns.
iii. Combined footing for walls and columns.
iv. Strap footing for columns.
v. Mat or raft foundation.
vi. Pile foundation for columns in black cotton soils.
Now

a

days
we
are
mostly
constructing
column
structure
for
which
we
are
going
for
isolated
reinforced
concrete
footing
.
The
size
of
the
footing
depends
on
the
height
of
the
buildings,
nos
of
column
to
be
provided
in
the
building
&
most
important
for
the
safe
bearing
capacity
of
the
soil
.
So
the
size
of
the
footing
should
be
found
out
considering
the
dead
loads,
live
loads
wind
and
seismic
loads
&
safe
bearing
capacity
of
soil
.
Thickness at the edge of the footing shall not be less than 150 mm.
Column
i.
Short
Column
:
When
the
ratio
of
the
effective
length
to
its
least
lateral
dimension
in
less
than
or
equal
to
12
it
is
called
short
column
.
i.
Long
Column
:
If
the
ratio
of
effective
length
to
its
least
lateral
dimension
is
more
than
12
,
then
it
is
called
long
column
.
•
Longitudinal
Reinforcement
i.
The
cross
sectional
area
of
longitudinal
reinforcement
shall
be
not
less
than
0
.
8
%
nor
more
than
6
%
of
the
gross
cross
sectional
area
of
the
column,
ii.
The minimum nos. of longitudinal bars provided in a column shall be 4
in rectangular column & 6 in circular column.
iii.
The bar shall not be less than 12 mm in dia.
iv.
Spacing of longitudinal bars measure along the periphery of the column
shall not exceed 300mm.
v. The min. size of bar of the base jally is to be not less than the min.dia of
the longitudinal reinforcement.
Spacing of Transverse Link (Rings or Lateral ties)
This
shall
not
exceed
the
least
of
the
following
.
a)
The
least
lateral
dimension
of
the
column
b)
Sixteen
time
the
dia
of
the
smallest
longitudinal
reinforcement
in
the
column
.
c)
48
times
the
dia
of
transverse
reinforcement
.
Dia
of
Transverse
Links
The
dia
of
transverse
links
shall
not
be
less
than

a)
one

forth
the
dia
of
the
largest
longitudinal
bar
b)
5
mm
Cover
The
minimum
cover
to
the
column
reinforcement
shall
be
40
mm
or
dia
of
longitudinal
bar
which
ever
is
greater
.
However
in
case
of
columns
of
minimum
dimension
of
200
mm
or
under
whose
reinforcement
bar
does
not
exceed
12
mm,
a
cover
of
25
mm
may
be
used
.
T

Beam & L

Beam
A)
T

Beam :
When flange of the beam present on both side of
the beam it is called T

Beam.
B)
L

Beam :
When flange of the beam present only on one side it
is called L

Beam.
C)
Depth of the Beam :
May betaken as 1/12 to 1/20 of the span
or 1” per 1’0” width.
D)
Width of the Rib :
The width is generally between 1/3 & 2/3
of the depth of the rib.
E)
Maximum Reinforcement :
Max. area of tension
reinforcement shall not exceed 0.04bd.
i.e (4%x breadth x depth)
F)
Side Face Reinforcement :
Where the depth of the web
exceeds 750mm, side reinforcement shall be provided along
the two faces which shall not be less than 0.1% of the web
area.
g)
Spacing of Reinforcement
The following shall apply for spacing of bar.
1.
The horizontal distance between two main reinforcement
bars shall be not less than the greatest of the following.
i.
The dia of bar if the dias are equal.
ii.
The dia of the larger bar if the dia are un

equal.
iii.
5mm more than the max. size of the coarse aggregate.
2.
Where there are two or more rows of bars, the bar shall be
vertically in line & the min vertical gap between the bars
shall be greatest of the following.
i.
15 mm
ii.
2/3 of max size of the aggregate.
iii.
The max size of the bar.
Cover to Reinforcement
Not less than 25 mm nor less than the dia of the longitudinal
reinforcement.
Slab
a)
Thickness of Slab :
Minimum thickness of slab is 100mm (80mm in case
of inclined slab)
The following Table gives the Maximum values of the ratio of the span to
depth.
Types of Slab
Ratio of span to depth
i)
Simple supported & spanning in
one direction
30
ii) Continuous & Spanning in one direction
35
iii) Simple supported & spanning in two direction
35
iv) Continuous & spanning in two direction
40
v) Cantiliver slabs
12

•
Effective Span:
Lesser of the following
i.
Distance between centre of bearing
ii.
Clear span + effective depth
.
c. Reinforcement
i.
The min. reinforcement in either direction shall be 0.15% of the
total Cross

Sectional Area (0.12% in case of HYSD bars)
ii. The reinforcement constituting the main bar shall be based on
the max bending moment.
iii. The pitch of the main bar shall not exceed
a)
3 times the effective depth of the slab.
b)
450mm.
iv. The pitch of the distribution bars shall not exceed the
following.
a)
5 times the effective depth of the slab.
b)
450mm.
d.
Cover to Reinforcement.
The minimum cover to outside of the main bar shall not less
than the following.
i.
15mm
ii.
Dia of the main bar.
Bar Bending
i.
Discontinuous edge :

Alternative bars should
be bent at 1/7
th
of the effective span.
ii.
Continuous edge :

Alternate bars should be
bent at 1/5
th
of the effective span & continue
up to 1/4
th
of the effective span of the next
room.
iii.
The alternative straight bar should continue
up to 1/10
th
of the effective span of the next
room.
Torsion Reinforcement
If
the
corners
of
the
slab
held
down,
then
torsion
reinforcement
is
provided
in
both
directions
parallel
to
sides
at
top
&
bottom
up
to
distance
of
1
/
5
th
of
shorter
span
as
follows
:

i.
Two
edge
discontinuous

3
/
4
th
of
the
area
of
main
reinforcement
.
ii.
One
edge
discontinuous
–
3
/
8
th
of
the
area
of
main
reinforcement
.
Thank You……
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