PLANNING, ANALYSIS, DESIGN AND ESTIMATION OF
NATURAL COOLING TOWER
A PROJECT REPORT
Submitted by
S.RAMANAN (08CER080)
G.SWATHY (08CER103)
J.ARUNACHALAM (08CEL118)
In partial fulfillment for the award of the degree
Of
BACHELOR OF ENGINEERING
IN
CIVIL ENGINEERING
SCHOOL OF BUILDING AND MECHANICAL SCIENCES
KONGU ENGINEERING COLLEGE, PERUNDURAI-638 052
(An Autonomous institution affiliated to Anna University of Technology, Coimbatore)
ANNA UNIVERSITY: COIMBATORE-641 047
OCTOBER-2011
ANNA UNIVERSITY: COIMBATORE-641 047
1
BONAFIDE CERTIFICATE
Certified that this project report on “PLANNING, ANALYSIS, DESIGN
AND ESTIMATION OF NATURAL COOLING TOWER” is a bonafide work of
S.RAMANAN (08CER080)
G.SWATHY (08CER103)
J.ARUNACHALAM (08CEL118)
Who carried out the project work under my supervision
SIGNATURE SIGNATURE
Prof.S.KRISHNAMOORTHY, M.E., Mrs.S,SUCHITHRA. M.E.,
Head of the Department Assistant Professor
School of Building and Mechanical School of Building and Mechanical Sciences SciencesDepartment of Civil Engineering Department of Civil Engineering
Kongu Engineering College Kongu Engineering College
Perundurai, Erode-638 052 Perundurai, Erode-638 052
Submitted for the University Examination held on ______________
Internal Examiner External Examiner
2
ACKNOWLEDGEMENT
3
ACKNOWLEDGEMENT
First and foremost we thank the almighty, the greatest architect of the
universe for giving us such a speculate years.
We wish to express our heartfelt thanks to our beloved Correspondent
Thiru.R.K.VISHWANATHAN, B.A., and other philanthropic trust members
for having provided us with the entire necessary infrastructure to undertake this
project.
We are greatly indebted to express our deep sense of gratitude to our
principal, Prof.S.KUPPUSWAMI, B.E., Msc (Engg). Dr.Ing (France) for his
valuable advice and encouragement during the project.
We are grateful to thank our beloved Dean of School of Building and
Mechanical Sciences Dr.K.KRISHNAMOORTHY, M.E., Ph.D., FIE, FIV
for his infallible inspiration and guidance.
We take immense pleasure to express our heartfelt thanks to our beloved
Head of the Department Prof.S.KRISHNAMOORTHI, M.E., for his
encouragement and kind co-operation.
This work would not have been materialized without the great guidance
given to us by our guide Mrs.S.SUCHITHRA, M.E., Ph.D who had been a
constant source of ideas and inspiration with encouragement.
We heartily thank our Project Co-ordinator for their valuable guidance.
Last but not least, we thank our PARENTS and BELOVED FRIENDS
for their moral support.
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ABSTRACT
ABSTRACT
Our project involves the Planning, Analysis and Design of an Natural
Cooling Tower. The entire design includes slab design, beam design, column
5
design, and footing design. Calculations are made manually and using software
packages.
The various structural elements are designed using IS 456:2000. The
concrete mix used for slabs, beams and footings are of M25 and the steel used
for all members are high yield strength deformed bars of grade Fe415. Each and
every part is designed by considering the safety point of view and economically.
This project deals with a simple and effective Natural Cooling Tower
design which is designed similar to Pyramid structure with slight modification
to increase its efficiency instead of normal Sand-Clock like structure which
involves tough calculations and tedious rafter column designs. This is a new
concept in Cooling Tower design which strike in our mind when we were gone
to Industrial Visit at Mettur Themal Power Station.
The total area of Cooling tower is 662 m2 with three compartments which
are used for cooling the hot water supplied to it. The first bottom compartment
consists of filler material above which steel grill is placed to hold the
distribution pipe with sprinklers which carries the hot water and sprinkles it.
The Second compartment which is above the first compartment will have a big
slab with opening at the centre which converges and reduces the area of vapour
reaching the top. Obviously, the vapour starts to condense more and reaches the
collecting chamber at the bottom. And the third, topmost compartment consists
of empty space which has a large opening at the centre than at the Second
compartment which allows the remaining vapour that comes out after
condensing at second compartment to reach the top widely.
The objectives of this project are
Main objective:
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To create a new design in cooling tower construction instead of
conventional structures which are tedious to built
To prepare an economical and effective design using Pyramid like
structure
To make use of atmospheric air for natural cooling instead of electric fan
To prepare simple design instead of complicated design (to avoid
designing of Rafter Column as like in normal cooling tower)
Supplementary Objective:
To draw a plan of Natural Cooling Tower showing the
reinforcement details of slabs, columns, beams and footings
are done AutoCAD 2009.
To analyze the structure elements using STADD. Pro V8i.
7
CONTENTS
CONTENTS
CHAPTER NO TITLE PAGE NO
ABSTRACT
8
1. INTRODUCTION
2. LITERATURE REVIEW
3. PLAN
4. MANUAL DESIGN
4.1 SLAB DESIGN
4.2 BEAM DESIGN
4.3 COLUMN DESIGN
5. SOFTWARE DESIGN
5.1 COOLING TOWER
6. REINFORCEMENT DETAILS
6.1 SLAB DETAILS
6.2 BEAM DETAILS
6.3 COLUMN DETAILS
7. ESTIMATION OF COOLING TOWER
8. CONCLUSION
9.REFERENCE
9
LIST OF FIGURES
S.NO TITLE PAGE NO
1. 3D VIEW OF COOLING TOWER
2. REINFORCEMENT DETAIL OF BEAMS,COLUMNS
3. REINFORCEMENT DETAIL OF SLAB,FOOTING
10
LIST OF SYMBOLS
B – Breadth of beam or shorter dimension of a rectangular column
D – Overall depth of beam or slab or diameter of column, dimensions under considerations
W d – Total Dead load
W s – Total live load
D – Effective depth of beam or slab or footing
f ck – Characteristic compressive strength of concrete
f y – Characteristic strength of steel
leff – Effective span of beam or slab or effective length of column
lx – Shorter dimension of the slab
l y – Longer dimension of the slab
M – Bending Moment
Ast – Area of tension reinforcement
M u – Moment of resistance of a section without compression
reinforcement
X x – Shorter span co-efficient
X y – Longer span co-efficient
M x – Moments in strip per unit width of shorter span
M y – Moments in strip per unit width of longer span
11
σ cbc – Permissible stress in concrete in bending compression
Sv – Spacing of the stirrup legs or bent-up bar with in a distance
Pu – Axial compressive force
M u – Bending moment at a cross section
Pc – Percentage of compression reinforcement
Pt – Percentage of tension reinforcement
Pw – Axial compression on wall assumed to act at centre of wall
Av – Area of vertical steel
λ – Non dimensional parameters
12
INTRODUCTION
INTRODUCTION
13
In this present era, the technology in advanced construction has
developed to a very large extent. Some parts of constructions are still in
improving stage which includes Cooling Tower construction. Some researches
are going on to increase the efficiency of Cooling Tower by modifying its
structure and design. Ordinary Sand-Clock shaped Cooling Towers are very
tedious to design and calculate. In this chapter, we are going to deal with
planning, analysis and design of Natural Cooling Tower in brief.
The design is done by two methods. The first one is manual analysis and the
other one is STADD Pro analysis.
In manual design, all the Slabs, Beams and Columns are taken. The design
philosophy and procedures are taken as per the Indian standards. This whole
structure design is done by limit state design.
14
LITERATURE REVIEW
LITERATURE REVIEW
15
COOLING TOWER
Cooling Towers are evaporative coolers used for cooling water or other
working medium to near the ambient wet-bulb air temperature. Cooling towers
use evaporation of water to reject heat from processes such as cooling the
circulating water used in oil refineries and power plants, building cooling, or
chemical reactions, for example.
TYPES OF COOLING TOWERS
I. MECHANICAL DRAFT COOLING TOWERS
16
Cooling OptionsWet Cooling Dry Cooling (ACC)
Hybrid Cooling
Parallel Wet/Dry Cooling
Indirect Dry Cooling
Mechanical Draft Cooling tower has following characteristics,
Large fans to force air through circulated water
Water falls over fill surfaces: maximum heat transfer
Cooling rates depend on many parameters
Large range of capacities
Can be grouped, e.g. 8-cell tower
DISADVANTAGES OF MECHANCIAL DRAFT COOLING TOWER
Towers are very flexible
High vibration values during startup.
Complex gearbox (1800/120 RPM)
Starting cell 2 can shut down cell 1
Reversing fans in cold climates
Water build up in blades
Speeds are slow and based on diameter
Distance to control room
Corrosion from bad pH
17
Figure 2: Mechanical Draft Counterflow Tower Figure 3: Mechanical Draft Crossflow Tower
II. NATURAL DRAFT COOLING TOWER
A natural draft cooling tower is a means to remove waste heat from a system
and release it into the atmosphere.Typically used at oil refineries, chemical
plants and power plants to remove heat absorbed from circulating cool water
systems.A common shape is the hyperboloid (See Fig. 1) Cooling towers have
been around for over 100 years. However, in their early for were only about 20
meters high. Today, some can reach over 200 meters.“As recently as 20 years
ago, cooling towers were more the exception than the rule in the industry
because of their severely high operating cost and the large amount of capital
required for construction. But with today's need for water conservation and
minimal environmental impact. industry is turning more and more to recycling
water.”(GC3) . It has following advantages,
Hot air moves through tower
Fresh cool air is drawn into the tower from bottom
No fan required
Concrete tower <200 m
Used for large heat duties
COMPONENTS
• Supply Basin
• Tower Pumps
• Cooling Towers
– Vertical Ribs
– Reinforced Concrete Shell
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– Internal Void
– Diagonal Columns
– Hot Water Inlet
• Fill
– Splash
– Film
• Hot Water Distribution System
• Cold Water Collection
• Drift Eliminators - Drift is water lost from cooling towers as liquid
droplets are entrained in the exhaust air. The drift loss is independent of
the water lost by evaporation. The drift loss may be expressed in units of
lb/hr or percentage of circulating water flow. Drift eliminators are used to
control this drift loss from the tower. (Mist)
There are two types of Natural Draft Cooling Towers. They are,
Cross flow type
19
Air drawn across falling waterFill located outside tower
Counter flow type
But our new design of Cooling Tower includes different mechanism. It has a
structure with three compartments which are used for cooling the hot water
supplied to it. The first bottom compartment consists of filler material above
which steel grill is placed to hold the distribution pipe with sprinklers which
carries the hot water and sprinkles it. The Second compartment which is above
the first compartment will have a big slab with opening at the centre which
converges and reduces the area of vapour reaching the top. Obviously, the
vapour starts to condense more and reaches the collecting chamber at the
bottom. And the third, topmost compartment consists of empty space which has
a large opening at the centre than at the Second compartment which allows the
remaining vapour that comes out after condensing at second compartment to
reach the top widely.
20
Air drawn up through falling waterFill located inside tower
PLAN
21
NATURAL COOLING TOWER PLAN
Natural Cooling Tower Plan
22
MANUAL DESIGN
23
MANUAL DESIGN
SLAB DESIGN
Triangular Slab =2 x ½ x 5.1x 12x 25
=1530kN/m
=1530X0.6
=918KN
Squareslab =10.6 X 10.6 X 25
= 2809 KN/m
=1685.4 x 0.6 KN
Total Dead Load On Slab = 1530+2809
= 4339 X0.6
=2603.4KN
For 4 slabs = 4 x 4339 = 17356 KN/m
Total live load =4 KN/m2
=4 x 21
= 84 kn /m
Total load = 17440 KN/m for 8 columns
For one column =17440/8 =2180 KN/m
For one metre = 2180 KN
SIDE RATIO OF THE SLAB:
fck = 25 N/mm2
ly/lx = 21.6/10.6
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2.04>2.50
Hence it is considered as oneway slab
DEPTH REQUIRED FOR STIFFNESS:
Span/(depth x modification factor) = 20
Assume pt =1.2%
10600/(depth x 0.95) =20
Depth = 560mm
D’ =600mm
Effective span = 10.6+0.6
=11.2 m
LOADS:
Load calculation= 1 x 0.6 x 25
= 75KN/m
Self weight of slab = 1 x 4
= 4KN/m
Total= 19KN/m
Ultimate load = 28.5 KN/m
BENDING MOMENT:
Mu = Wul2/8
= [28.5 x(11.2) 2]/8
= 446.88 KN/m
Vu = Wul/2
= (28.5x 11.2)/2
=159.6N/mm2
25
LIMITING MOMENT:
Mu lim = 0.138 fck bd2
= 0.138 x 25 x 1000 x (560)2
= 1081KN-m
Mulim >Mu
Hence it is Under reinforced section
MAIN STEEL REINFORCEMENT AND SPACING:
Mu=0.87 fy Ast d[1-(Ast fy/bd fck)]
Astreq=6662.40mm2
Spacing =110mm
Provide 32dia @110mm c/c
(Ast)pro = (1000 x ast)/spacing
= 7307.63 mm2
(pt) req= 100 x Ast req bd
1.1>1.2
Hence it is safe
DISTRIBUTION REINFORCEMENT:
Ast min = 0.12 x bd
= (0.12/100) bd
= 720mm2
Spacing =270mm
Provide 16mm dia @ 270mmc/c
CHECK FOR DEFLECTION:
fs =0.58 x fy x Ast req/ Ast pro
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= (0.58 x 415 x 6717)/7307.6
=221N/mm2
pst (assumed )=1.2%
M.F=0.95
Depth d= span/(20 x M.F)
= 10600/(20 x 1.2)
=555mm< d (assumed)
Hence it is safe
CHECK FOR SHEAR:
Vuc =(Tc x bd ) x k
fck = 25 KN/mm2
p st = 100 x Ast pro/ bd
= 0.53%
Tc = 0.61 N/mm2
Vuc = 0.61 x 1000 x 560 x 0.95
= 324.52 KN
Vuc>Vu
Hence it is safe
BEAM DESIGN
DATA:
fck = 25 N/mm2
fy = 415 N/mm2
Working load =15 KN/m
27
Ultimate load = 19 KN/m
Width of support = 0.6m
CROSS SECTIONAL DIMENSION:
Span/depth = 20
10.2/20 = depth
Depth= 510 mm
D= 550mm
Effective span = clear span+ effective depth
= 10+0.55
= 10.55mm
Center to center support = (10 + 0.6) = 10.6m (which ever is lesser) length = 10.55m
LOAD CALCULATION:
Self weight of beam dead load = 0.6 x 0.6 x 25
= 9 KN /m
Live load = 5KN/m
Total load = 14 KN/m
Ultimate load = 21KN/m
ULTIMATE MOMENT AND SHEAR FORCE:
Mu = (Wu x L²) = ( 21x 10.55²) = 292.16KN-m
Vu = (Wu x L) = (21x10.55) =110.78KN
LIMITING MOMENT OF RESISTANCE:
28
Mu limit = 0.138 x fck x b x d²
= 0.138 x 25 x 600 x 550² =745.2KN/m
Mu < Mu (limit) since the sec is under reinforcement
Hence the section as singly reinforcement.
DESIGN OF TENSION REINFORCEMENT:
Mu=0.87 x 415 x Ast x 550 x (1-((Ast x fy)/ (b x d x fck)))
745.2x 10^6=0.87 x 415 x Ast x 550 x (1-((Ast x 415)/(600x 550 x 25))
Ast=1403.12mm²
(Ast) pro= (1000 x ast)/(spacing) , Assume 12mm dia bars,
Provide 12mm dia bars @240mm c/c
Also provide 2no.s of hanger bar of 12mm dia bars
CHECK FOR SHEAR REINFORCEMENT:
Tv =Vu/bd = 110.78x10^3/600*550 = 0.184 N/mm^2
Pt =(100*Ast)/bd =100*1404/600*550 =0.25%
Refer table 19 IS 456:2000 ,Pg no;73
Tc =0.36 N/mm^2
Tv<Tc, Hence safe
Assumed 10mm dia 2 legged stirrups
Ast shear = 157mm2
SPACING:
Sv = (0.87*Fy*Asv*d/Vus) = (0.87*415*157*350/110.8x10^3)
= 223.27mm
Sv = 0.75*d =0.75*350 =262.5mm
Sv = 300mm
29
DESIGN OF INCLINED BEAM
DATA:
fck = 25 N/mm2
fy = 415 N/mm2
Working load =8 KN/m
Ultimate load = 12KN/m
Width of support = 0.6m
CROSS SECTIONAL DIMENSION:
Span/depth = 20
14.2/20 = depth
Depth= 412 mm
D= 450mm
Effective span = clear span+ effective depth
= 14.2+0.55
= 14.75mm
Center to center support = (14.2+ 0.6) = 14.8m (which ever is lesser) length = 14.75m
LOAD CALCULATION:
Self weight of beam dead load = 0.4 x 0.4 x 25
= 4KN /m
Live load = 2KN/m
Total load = 6KN/m
Ultimate load = 9KN/m
30
ULTIMATE MOMENT AND SHEAR FORCE:
Mu = (Wu x L²)/8 = ( 9x 14.75²) /8 = 244.75KN-m
Vu = (Wu x L)/2 = (9x14.75) /2 =66.38KN
LIMITING MOMENT OF RESISTANCE:
Mu limit = 0.138 x fck x b x d²
= 0.138 x 25 x 400 x 400² =220.8KN/m
Mu < Mu (limit) since the section is under reinforcement
Hence the section as singly reinforcement.
DESIGN OF TENSION REINFORCEMENT:
Mu=0.87 x 415 x Ast x 410 x (1-((Ast x fy)/ (b x d x fck)))
220.8 10^6=0.87 x 415 x Ast x 410 x (1-((Ast x 415)/(400x 410 x 25))
Ast=1085mm²
(Ast) pro= (1000 x ast)/(spacing) , Assume 12mm dia bars,
Provide 12mm dia bars @ 280mm c/c
Also provide 2no.s of hanger bar of 12mm dia bars
CHECK FOR SHEAR REINFORCEMENT:
Tv =Vu/bd = 66.38x10^3/400*410 = 0.405N/mm^2
Pt =(100*Ast)/bd =100*1404/400*410 =0.66%
Refer table 19 IS 456:2000 ,Pg no;73
Tc =0.36 N/mm^2
Tv<Tc, Hence safe
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Assumed 10mm dia 2 legged stirrups
Ast shear = 157mm2
SPACING: Sv = (0.87*Fy*Asv*d/Vus) = (0.87*415*157*350/110.8x10^3)
= 223.27mm Sv = 0.75*d =0.75*350 =262.5mm Sv = 300mm
DESIGN OF FOOTING:
GIVEN:
Pu = 2500KN
b = 600 KN
d= 600 KN
Assume, S.B.C of Soil =185 KN/m2
SIZE OF FOOTING:
Load on column = 2500 KN
Self weight of footing = 250 KN
Total factored load = 2750 KN
Footing area = 10 mm
Adopt square footing of size 3.2 m x 3.2 m
Factored soil pressure at bars is,
Pu= 244.14N/mm2
Hence, the footing is adequate in the soil pressure developed at the base is less than the factored bearing capacity of soil.
FACTORED BENDING MOMENT :
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Cantilever projection from side face of column =1.3m
Bending moment at side face of column =206.30 KN/m
DEPTH OF FOOTING :
Moment consideration,
Mu =0.138 fck bd2
d= 273 mm
Shear force for metre width is,
Vud = 250(1250 - d)N
Assume Tc = 0.36 N/mm2
For M20 grade of concrete with nominal % of reinforcement,
Pt=0.25
Tc= Vul/bd
=0.36
Adopt effective depth = 550mm
Overall depth =600mm
REINFORCEMENT IN FOOTING:
Mu=0.87 fy Ast d[1-(Ast fy/bd fck)]
Ast = 1083.15mm2
Adopt 16mm dia. Bars @ 160mm c/c
Astpro =1257mm2
CHECK FOR SHEAR STRESS:
Vu =550 x[1250-550]
= 175 mm
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The permissible shear stress is,
KsTc
= 0.33 N/mm2
Nominal shear stress = Tv = Vu/bd
=0.32 N/mm2
Hence it is safe.
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STADD.Pro RESULTS
STADD.PRO RESULT
SLAB DESIGN
35
ELEMENT LONG. REINF MOM-X /LOAD TRANS. REINF MOM-Y /LOAD
(SQ.MM/ME) (KN-M/M) (SQ.MM/ME) (KN-M/M)
60 TOP : 696. 14.08 / 3 696. 4.98 / 3
BOTT: 696. -1.26 / 2 696. -0.24 / 2
61 TOP : 696. 3.02 / 3 696. 15.85 / 3
BOTT: 696. -0.08 / 2 696. -1.48 / 2
62 TOP : 696. 3.20 / 3 696. 17.02 / 3
BOTT: 696. -0.10 / 2 696. -1.60 / 2
63 TOP : 696. 3.04 / 3 696. 15.53 / 3
BOTT: 696. -0.08 / 2 696. -1.47 / 2
BEAM DESIGN
FOR BOTTOM BEAM
B E A M N O. 1 D E S I G N R E S U L T S
M25 Fe415 (Main) Fe415 (Sec.)
LENGTH: 10500.0 mm SIZE: 550.0 mm X 550.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
36
----------------------------------------------------------------------------
SECTION 0.0 mm 2625.0 mm 5250.0 mm 7875.0 mm 10500.0 mm
----------------------------------------------------------------------------
TOP 619.58 585.78 585.78 585.78 723.91
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 582.40 582.40 582.40 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 2625.0 mm 5250.0 mm 7875.0 mm 10500.0 mm
----------------------------------------------------------------------------
TOP 8-10í 8-10í 8-10í 8-10í 10-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 2-16í 4-16í 4-16í 4-16í 2-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
37
SHEAR DESIGN RESULTS AT 815.0 mm AWAY FROM START SUPPORT
VY = 40.97 MX = 2.91 LD= 3
Provide 2 Legged 8í @ 160 mm c/c
SHEAR DESIGN RESULTS AT 815.0 mm AWAY FROM END SUPPORT
VY = -53.86 MX = 2.91 LD= 3
Provide 2 Legged 8í @ 160 mm c/c
Similar results for 8 bottom beams.
FOR INCLINED BEAM
B E A M N O. 53 D E S I G N R E S U L T S
M25 Fe415 (Main) Fe415 (Sec.)
LENGTH: 14637.6 mm SIZE: 550.0 mm X 550.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
---------------------------------------------------------------------------
SECTION 0.0 mm 3659.4 mm 7318.8 mm 10978.2 mm 14637.6 mm
----------------------------------------------------------------------------
TOP 582.40 582.40 582.40 582.40 582.40
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 582.40 582.40 582.40 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
38
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 3659.4 mm 7318.8 mm 10978.2 mm 14637.6 mm
----------------------------------------------------------------------------
TOP 4-16í 4-16í 4-16í 4-16í 4-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 2-16í 4-16í 4-16í 4-16í 2-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c
FOR TOP BEAM
B E A M N O. 56 D E S I G N R E S U L T S
M25 Fe415 (Main) Fe415 (Sec.)
LENGTH: 10000.0 mm SIZE: 400.0 mm X 400.0 mm COVER: 25.0 mm
STAAD SPACE -- PAGE NO. 17
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 2500.0 mm 5000.0 mm 7500.0 mm 10000.0 mm
----------------------------------------------------------------------------
TOP 395.68 0.00 0.00 0.00 391.28
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
39
BOTTOM 303.13 303.13 303.13 303.13 303.13
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 2500.0 mm 5000.0 mm 7500.0 mm 10000.0 mm
----------------------------------------------------------------------------
TOP 3-16í 2-16í 2-16í 2-16í 3-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í 4-10í 4-10í 4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 170 mm c/c @ 170 mm c/c @ 170 mm c/c @ 170 mm c/c @ 170 mm c/c
COLUMN DESIGN
C O L U M N N O. 13 D E S I G N R E S U L T S
M25 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm CROSS SECTION: 600.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 3 END JOINT: 1 SHORT COLUMN
40
REQD. STEEL AREA : 7395.32 Sq.mm.
REQD. CONCRETE AREA: 352604.69 Sq.mm.
MAIN REINFORCEMENT : Provide 24 - 20 dia. (2.09%, 7539.82 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)
----------------------------------------------------------
Puz : 6268.60 Muz1 : 265.71 Muy1 : 265.71
INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)
----------------------------------------------------------
WORST LOAD CASE: 3
END JOINT: 10 Puz : 5621.05 Muz : 0.00 Muy : 0.00 IR: 0.95
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REINFORCEMENT DETAILS
REINFORCEMENT DETAILS
42
BOTTOM BEAM REINFORCEMENT DETAILS
INCLINED BEAM REINFORCEMENT DETAILS
43
TOP BEAM REINFORCEMENT DETAILS
COLUMN REINFORCEMENT DETAILS
44
FOOTING REINFORCEMENT DETAILS
45
ESTIMATION
DETAILED ESTIMATION
46
S.No
DESCRIPTION
NO
L in m
B in m
D in m
QTY REMARKS
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1. EARTH WORK EXCAVATION
For footing A 3 2.5 2.5 3.6 67.5m3For Footing B 2 1.8 1.8 3.2 20.74m3
Total 88.24m32. SAND
FILLINGIn Ground Level
2 21.6
5.4 2.9 676.512m3
2 21.6
4.4 2.9 551.232m3
Total 1227.744m3
Deduction 4 7.5 0.9 0.9 12.15m3 (½)x7.5x0.9x0.9
4 5.4 0.8 0.8 6.912m3 (1/2)x5.4x0.8x0.8
Total 19.062m3
Total Sand Filling
1208.682m3
3. PCC WORKIn Footing A 3 2.5 2.5 0.2 3.75m3In Footing B 2 1.8 1.8 .2 1.296m3
4. RCC WORKIn Footing A 3 2.5 2.5 1.6 30m3In Footing B 2 1.8 1.8 1.1 7.128m3IN SLABRectangular 4 11.
89.4 0.6 254.88m3
Triangular 8 11.8
5.2 0.6 147.264m3
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RCC BEAM 8 10.6
0.6 0.6 30.528m3
INCLINED BEAM
4 14.2
0.6 0.6 20.488m3
TOP BEAM 4 10.6
0.45
0.45 8.586m3
Total 461746m3
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CONCLUSION
CONCLUSION:
This project gives us a good practice for designing of our future
projects.This helps us to gain a lot of training and experience in planning,
designing and estimation of different components in a Multi Storey Residential
Building ,
51
52
REFERENCE
REFERENCES
Reinforced Concrete (Limit State Design) by, A.K.JAIN. Published by
Khanna Publishers.
IS: 456 – 2000, Indian Standard Plain and Reinforced Concrete code of
practice (Fourth Revision) Published by Bureau of Indian Standard.
IS: 875 (Part I) – 1987, Indian Standard code of practice for design loads
(other than earthquake) for buildings and structures. (Second Revision),
Published by Bureau of Indian Standard.
SP-16: 1978, published by Bureau of Indian Standard (12th edition).
Advanced reinforced concrete design (second edition) by P.C.Varghese.
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