My Final year Project

1

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

2

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 Sciences

Department 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

3

ACKNOWLEDGEMENT

4

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

6

ABSTRACT

Our project involves the Planning, Analysis and Design of an Natural Cooling Tower. The entire design includes slab design, beam design, column 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

m

2 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.

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The objectives of this project are Main objective:

 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.

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CONTENTS

9

CONTENTS

CHAPTER NO

TITLE

PAGE NO

ABSTRACT 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

10

LIST OF FIGURES

S.NO

TITLE

PAGE NO

1.

3D VIEW OF COOLING TOWER

2.

REINFORCEMENT DETAIL OF

BEAMS,COLUMNS

3.

REINFORCEMENT DETAIL OF

11

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

d

W – Total Dead load

s

W – Total live load

D – Effective depth of beam or slab or footing

ck

f – Characteristic compressive strength of concrete y

f – Characteristic strength of steel

eff

l – Effective span of beam or slab or effective length of column

x

l – Shorter dimension of the slab

y

l – Longer dimension of the slab M – Bending Moment

st

A – Area of tension reinforcement

u

M – Moment of resistance of a section without compression reinforcement

x

X – Shorter span co-efficient

y

12

x

M – Moments in strip per unit width of shorter span y

M – Moments in strip per unit width of longer span

cbc

 – Permissible stress in concrete in bending compression

v

S – Spacing of the stirrup legs or bent-up bar with in a distance u

P – Axial compressive force

u

M – Bending moment at a cross section

c

P – Percentage of compression reinforcement t

P – Percentage of tension reinforcement

P

w – Axial compression on wall assumed to act at centre of wall

Av – Area of vertical steel

λ – Non dimensional parameters

13

INTRODUCTION

14

INTRODUCTION

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.

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16

LITERATURE REVIEW

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

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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

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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

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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,

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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.

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PLAN

22

NATURAL COOLING TOWER PLAN

23

MANUAL DESIGN

24

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

25

ly/lx = 21.6/10.6 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

26 =159.6N/mm2 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=6662.40mm 2

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:

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fs =0.58 x fy x Ast req/ Ast pro

= (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/mm 2 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

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Working load =15 KN/m 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

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LIMITING MOMENT OF RESISTANCE: 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)

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Sv = 0.75*d =0.75*350 =262.5mm

Sv = 300mm

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

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Ultimate load = 9KN/m

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

32

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

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.

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FACTORED BENDING MOMENT :

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 =1257mm

2

34

Vu =550 x[1250-550] = 175 mm

The permissible shear stress is, KsTc

= 0.33 N/mm2

Nominal shear stress = Tv = Vu/bd

=0.32 N/mm2 Hence it is safe.

35

36

STADD.PRO RESULT

SLAB DESIGN

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.)

37

LENGTH: 10500.0 mm SIZE: 550.0 mm X 550.0 mm COVER: 25.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

--- 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

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---

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT

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)

39

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 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)

---

40 --- TOP 395.68 0.00 0.00 0.00 391.28 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) 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.)

41

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 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

42

REINFORCEMENT DETAILS

43

REINFORCEMENT DETAILS

BOTTOM BEAM REINFORCEMENT DETAILS

44

TOP BEAM REINFORCEMENT DETAILS

45

46

ESTIMATION

47

DETAILED ESTIMATION

S.N

o

DESCRIPTI

ON

N

O

L

in

m

B

in

m

D in

m

QTY

REMARKS

1.

EARTH WORK EXCAVATIO N For footing A

3

2.5 2.5 3.6

67.5m3

For Footing B

₂

_{1.8 1.8 3.2}

_20.74m3

Total 88.24m3

2.

SAND FILLING

I

n Ground Level

2

21.

6

5.4 2.9

676.512m

3

2

21.

6

4.4 2.9

551.232m

3

Total 1227.744

m3

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)x5.4x0.8x

0.8

Total 19.062m3

Total

Sand

Fillin

g

1208.682

m3

3.

PCC

WORK

In Footing A 3

2.5 2.5 0.2

3.75m3

In Footing B 2

1.8 1.8 .2

1.296m3

4.

RCC WORK

In Footing A 3

2.5 2.5 1.6

30m3

In Footing B 2

1.8 1.8 1.1

7.128m3

48

IN SLAB

Rectangular

4

11.

8

9.4 0.6

254.88m3

Triangular

8

11.

8

5.2 0.6

147.264m

3

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

0.4

5

0.45 8.586m3

Total 461

746m3

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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 ,

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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.