hospital building project

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1 PLANNING ANALYSIS AND DESIGN OF A HOSPITAL BUILDING A PROJECT REPORT Submitted by SASI VIJAYALAKSHMI.T VIJAYALAKSHMI.K MARIYAMMAL.S In partial fulfillment for the award of the degree Of BACHELOR OF ENGINEERING IN CIVIL ENGINEERING SREE SOWDAMBIKA COLLEGE OF ENGINEERING, ARUPPUKOTTAI. ANNA UNIVERSITY :: CHENNAI 600 025 NOV / DEC - 2015

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1

PLANNING ANALYSIS AND DESIGN OF

A HOSPITAL BUILDING

A PROJECT REPORT

Submitted by

SASI VIJAYALAKSHMI.T

VIJAYALAKSHMI.K

MARIYAMMAL.S

In partial fulfillment for the award of the degree

Of

BACHELOR OF ENGINEERING

IN

CIVIL ENGINEERING

SREE SOWDAMBIKA COLLEGE OF ENGINEERING,

ARUPPUKOTTAI.

ANNA UNIVERSITY :: CHENNAI 600 025

NOV / DEC - 2015

2

PLANNING ANALYSIS AND DESIGN OF

A HOSPITAL BUILDING

A PROJECT REPORT

Submitted by

SASI VIJAYALAKSHMI.T (921812103036)

VIJAYALAKSHMI.K (921812103055)

MARIYAMMAL.S (921812103307)

In partial fulfillment for the award of the degree

Of

BACHELOR OF ENGINEERING

IN

CIVIL ENGINEERING

SREE SOWDAMBIKA COLLEGE OF ENGINEERING,

ARUPPUKOTTAI.

ANNA UNIVERSITY :: CHENNAI 600 025

NOV / DEC 2015

3

ANNA UNIVERSITY : CHENNAI 600 025

BONAFIDE CERTIFICATE

Certified that this project report “ PLANNING ANALYSIS AND DESIGN OF

A HOSPITAL BUILDING” is the bonafide work of “VIJAYALAKSHMI. K

SASI VIJAYALAKSHMI.T, , MARIYAMMAL.S” who carried out the project

work under my supervision.

SIGNATURE SIGNATURE

Mr. JOHN SURESHKUMAR. M.E., Mrs. D. GAYATHRI. M.E.,

HEAD OF THE DEPARTMENT, PROJECT GUIDE,

Department of Civil Engg., Asst. Professor., (civil)

Sree Sowdambika College of Engg Sree Sowdambika College of Engg

Aruppukottai Aruppukottai

INTERNAL EXAMINER EXTERNAL EXAMINER

4

ACKNOWLEDGEMENT

At the outset I would like to express my praise and gratitude of God Almighty for

his supreme guidance, strength and ways for accomplishing this project

successfully.

I reverently thank the Principal Dr.M.Sivakumar M.Tech.,Ph.D for his prayer.

I highly thankMr.C.John Sureshkumar M.E., Head of the Department, Civil

Engineering, for providing necessary facilities for the successful completion of

this project work.

I sincerely thank Mrs.D.Gayathri M.E., Assistant professor, Department of Civil

Engineering for her guidance and for providing necessary facilities and

encouragements for the successful completion of this project work.

We thank all Assistant professors, Non-teaching staffs of our department, and our

friends who gave encouraged us to complete the project.

Sasi vijayalakshmi.T (921812103036)

Vijayalakshmi.K (921812103055)

Mariyammal.S (921812103307)

5

ABSTRACT

Multispeciality hospital building provides medical service to the people. The main

purpose of our project is satisfies the medical needs of people. In this project we

concerned about the plan, analysis and design of Multispeciality hospital building.The

plan of the hospital building is done by using AUTO CADD software. The analysis of

structures were done by using STAAD.Pro as well as IS 456:2000 Code of practice for

plain and reinforced cement concrete. The design of RCC slab, beam, column, footing

and stair case is based on working stress method as per IS 456:2000 code.

6

INDEX

Tables No List of tables

1 Beam End moment and forces

2 Reinforcement details

Figure No. List of figures

1 Site layout

2 Ground floor plan

3 First floor plan

4 Second floor plan

5 Beam and Column position Diagram

6 Model structure in STAAD.Pro

7 Load application on model structure

8 Bending moment Diagram

9 Shear Force Diagram

10 Displacement diagram of whole structures

11 Reinforcement Details of Footing

12 Reinforcement Details of Column

13 Reinforcement Details of Beam

14 Reinforcement Details of Slab

15 Reinforcement Details of Staircase

7

LIST OF SYMBOLS

Symbols Description Unit A Cross section area Mm

Ast Area of transverse reinforcement for torsion Mm2

B Breadth of beam Mm

Bp Width of pedestal Mm

D Effective width of span Mm

D’ Effective depth of span Mm

Fck Characteristic compressive strength of concrete N/mm2

Fy Characteristis strength of steel N/mm2

Ftt Allowable tensile stress in concrete initial transfer of

prestress

N/mm2

Fct Allowable compressive stress in concrete initial transfer of

prestress

N/mm2

Finf Prestress in concrete at bottom of section (inferior) N/mm2

G Distributed dead load or acceleration due to gravity KN/m

H Overall depth of section Mm

L Effective span Mm

LL Live load KN/m2

Lp Length of pedestal Mm

M Bending moment KNm

Md Design moment (serviceability limit state) KNm

Mumax Maximum of moment Mux and Muy per meter length at the

face of pedestal

KNm

P Prestressing force N/mm2

Pu Net ultimate upward soil pressure KN

Q Live load KN/m2

Qo Allowable bearing capacity of the soil N/mm2

S Spacing of stirrup links Mm

V Shear force KN

W Distributed load per unit area KN/m2

We Weight of soil KN/m3

Symbols Description Unit

Xu Neutral axis depth Mm

Ʈc Ultimate shear stress in concrete N/mm2

Ʈv Shear stress due to transverse shear N/mm2

8

Ʈuc Shear stress of concrete in footing N/mm2

SL.NO CHAPTER

NO

CONTENTS

Acknowledgement

Abstract

List of Tables

List of Figures

List of Symbols

1 1 Introduction

2 1.1.General

3 1.1.1.Soil investigation

4 1.1.2.Specification of structure

5 1.1.3.Code provisions

6 1.2.Objectives and methodology

7 1.3.Analysis of Framed Structure

8 1.3.1.Method of Analysis

9 1.3.2.Maximum BM in Beams & Columns

10 1.4.Design of RCC Framed Structural Elements

11 1.4.1.Footing

12 1.4.2.Column

13 1.4.3.Beam

14 1.4.4.Slab

15 1.4.5.Staircases

16 2 Plan

17 2.1.Faclilities in Ground floor

18 2.2.Facilities in First, Second & Third floor

19 3 Analysis of Framed Structure

20 3.1.Technical data

21 3.1.1.Loads acting on the Analysis structure

22 3.1.2.Super structure dimensions

23 3.1.3.Soil characteristics

24 3.1.4.Foundation

25 3.1.5.Structural system

26 3.1.6.Building details

27 3.1.7.Material specification

28 3.2.Load calculation

9

29 3.3.STAAD.Pro Reports

30 4 Design of Structural Elements

31 4.1.Design of slab

32 4.2.Design of beams

33 4.3.Design of Columns

34 4.4.Design of Staircase

35 4.5.Design of Footing

36 5 Conclusion

37 6 Bibliography

10

CHAPTER – 1

INTRODUCTION

1.1.GENERAL:

We will propose to construct a Multispeciality hospital building in Tenkasi (near

Tenkasi to Madurai road).

1.1.1.SOIL INVESTIGATION:

The safe bearing capacity of the soil is found as 200 KN/m2. The depth of the

footing is taken to 1.5m, the rectangular footing is to be designed.

1.1.2.SPECIFICATION OF STRUCTURES:

The building roof is designed as RCC.

All the framed structure like column,footing,beam,lintels and roof are

designed in working stress methods and IS 456:2000. Grade of concrete

M20, Grade of steel Fe 415.

The flooring concrete of plain cement concrete using broken stone will be

finished with marbles.

All the surface will be plastered and all ceiling areas.

Weathering coarse will be provided with brick jelly and lime concrete, top

finished with flat tiles.

All the joineries like doors, windows and ventilators are designed to meet

the standard code provisions.

11

Lump sum provisions have been made towards the sanitary arrangements,

electrification, elevation and water supply arrangements, supplying and

fixing of furnitures and petty supervision charges.

1.1.3.CODE PROVISIONS:

IS 456:2000

NATIONAL BUILDING CODE 1970

1.2.OBJECTIVE AND METHODOLOGY

The objectives of our project are

To prepare architectural and structural drawings.

To analysis a Multispeciality hospital building (G+2) storied using

STAAD.Pro

To design a Multispeciality hospital building is (G+2).

12

The methodology is given in the following flow chart,

SELECTION OF SITE

SURVEYING

AUTO CAD DRAWING

ANALYSIS OF STRUCTURE

DESIGN OF STRUCTURE

RESULT AND DISCUSSION

13

1.3.ANALYSIS OF FRAMED STRUCTURE:

The method by which multispeciality hospital building frames resist horizontal

lateral forces depends upon how the structures has be laid down or planned to bear

these loads.

1.3.2.MAXIMUM BENDING MOMENTS IN BEAMS AND COLUMNS:

The magnitude of bending moments in beams and columns depends upon their

relative rigidity. Generally the beams and columns are made of the same dimension

in alla floors. Beams and columns are made of the same dimension and provided.

1.4.DESIGN OF RCC FRAMED STRUCTURES:

Reinforced cement concrete members can be designed by one of the following

methods.

A) Limit state method.

B) Working stress method.

1.4.B.WORKING STRESS METHOD:

This is conventional method adopted in the past in the design of R.C.

structures.

It is based on the elastic theory in which materials, concrert and steel, are

assumed to be stressed well above their elastic limit under the load.

1.4.1.SLABS:

A slab is a thin flexible member used in floors and roofs of structures to

support the imposed load.

14

Slabs are the primary members of a structure,which supports the imposed

loads directly on them and transfer the same safely to the supporting

elements such as beams,walls, columns etc.

1.4.2.BEAMS:

A beam has to be generally designed for the actions such as bending

moments, shear forces and twisting moments developed by the lateral loads.

The size of the beam is designed considering the maximum bending moment

in it and generally kept uniform throughout its length.

IS 456 2000 recommends that maximum grade of concrete should not be

less than M25 in R.C. works.

1.4.2.1.BREADTH OF BEAMS:

It shall not exceed the size of the supports.Generally the breadth of beam is

kept as 1/3 of its depth.

1.4.2.2.DEPTH OF BEAMS:

The depth of beams is to be designed to satisfy the strength and stiffness

requirements.

It also satisfies sufficient M.R. and deflection check as recommendeb in

IS 456:2000.

For preliminary analysis purpose over II depth of beam may assumed to be

1/10 of clear span for simply supported and 1/7 to 1/5 for continuous and

cantilever beam.

1.4.3.COLUMN:

Members in compression are called are columns or struts.

15

The term “column” is reserved for members who transfer loads to the

ground.

The column is classified in two based on the slenderness ratio, they are short

column and long column.

End condition Effective length factor

1.Both end fixed - 0.65L

2.One end fixed, one end hinged - 0.80L

3.Both ends hinged - 1.00L

4.One end fixed other end free - 2.0L

1.4.4.FOOTINGS:

Foundation is the bottom most important component of a structure.

It should be well planned and carefully done to ensure the safety and

stability of the strucuture.

Foundation provided for R.C. column are called columb base.

1.4.4.1.BASIC REQUIREMENTS OF FOOTING:

It should withstand the applied load moments and induced reactions.

Sufficient area should be provided according to soil pressure.

1.4.5.STAIRCASES:

16

Stairway,staircase or simply stairs for a construction designed to bridge a

large vertical distance by dividing it into smaller vertical distances called

steps.

Stairs may be straight,round, or may consist of two or more straight pieces

connected at angles.

The step is composed of the tread and riser

TREAD:

It is constructed to the same specifications as any other flooring. The tread depth is

measured from the outer edge of the step to the vertical riser between steps. The

width is measured from one side to the other.

RISER:

The vertical portion between each treads on the stair. This may be missing for an

open stair effect.

17

CHAPTER – 2

PLAN

2.1.FACILITIES IN GROUND FLOOR:

The ground floor consists of scan room emergency ward and ramp facilities are

provided.

2.2.FACILITIES IN FIRST, SECOND & THIRD FLOOR:

The first,second floor consist of intensive care unit, operation theatre and ramp

facilities provided.

18

19

20

21

22

CHAPTER – 3

ANALYSIS OF FRAMED STRUCTURE

The method by which multispeciality hospital building frames resist

horizontal lateral forces depends upon how the structures has be laid down or

planned to bear these loads.

3.1.TECHNICAL DETAILS:

3.1.1.LOADS ACTING ON THE ANALYSIS STRUCTURE:

1.DEAD LOAD:

Self weight = -1KN/m2

2.LIVE LOAD:

For floor slabs = 2 KN/m2

For roof slabs = 1.5 KN/m2

For staircase = 4 KN/m2

3.LOAD COMBINATION:

Load combination = (1.5 D.L) + (1.5 L.L)

3.1.2.SUPER STRUCTURE DIMENSIONS:

Floor wall thickness = 250mm

Parapet wall thickness = 250mm

Parapet wall height = 800mm

23

Slab thickness = 150mm

Column size = 250mm x 500mm

BEAM SIZE:

Rectangular beam = 500mm x 250mm

Depth of beam = 500mm

Breadth of web = 250mm

DEAD LOADS:

Floor finishes load = 0.6 KN/m2

Weathering coarse = 1 KN/m2

LIVE LOADS:

Live load on slab = 5 KN/m2

Live load on roof = 3 KN/m2

3.1.3.SOIL CHARACTERISTICS:

Soil consistency = Hard strata

Bearing capacity = 200 KN/m2

3.1.4.FOUNDATION:

Size = 250mm x 500mm

24

3.1.5.STRUCTURE SYSTEM:

Type of building = Multispeciality HospitType of

structure = R.C.C. Framed structure

Wall = Brick masonry

3.1.6.BUILDING DETAILS:

Build up area = 759 mm2

Ground floor height = 3.5 m

First floor height = 3.5 m

Second floor height = 3.5 m

3.1.7.MATERIAL SAPECIFICATIONS:

Grade of concrete = M20

Grade of steel = Fe 415

3.2.LOAD CALCULATIONS:

ROOF SLAB

Self weight of slab = 0.17 x 25 = 4.25 KN/m2

LL on slab = 5 = 5 KN/m2

Total load = 9.25 KN/m2

BEAM

Self weight of beam = 0.5 x 0.25x25 = 3.1 KN/m

25

B/W wall load = 0.25 x 1x20 = 5 KN/m

Total load = = 8.1 KN/m

26

3.3.STAAD.Pro Reports

STAAD.Pro inputs

1. STAAD SPACE

2. INPUT FILE: MARIES 2.STD

3. START JOB INFORMATION

4. 3. ENGINEER DATE 08-OCT-15

5. END JOB INFORMATION

6. 5. INPUT WIDTH 79

7. UNIT METER KN

8. JOINT COORDINATES

9. 1 43.4632 74.7745 22.75; 2 43.4632 74.7745 0; 3 39.0882 74.7745 22.75

10. 4 71.8382 74.7745 22.75; 5 61.4632 74.7745 15; 6 61.4632 74.7745 22.75

11. 7 55.4632 74.7745 15; 8 55.4632 74.7745 22.75; 9 49.3382 74.7745 17.75

12. 10 49.3382 74.7745 22.75; 11 47.5882 74.7745 18.5

13. 12 39.0882 74.7745 18.5; 13 39.0882 74.7745 0; 14 47.5882 74.7745

14. 14.25 13. 15 39.0882 74.7745 14.25; 16 39.0882 74.7745 10; 17 49.3382 74.7745 10

15. 18 71.8382 74.7745 0; 19 47.5882 74.7745 0; 20 47.5882 74.7745 10

16. 21 52.8382 74.7745 0; 22 52.8382 74.7745 10; 23 57.0882 74.7745 0

17. 24 57.0882 74.7745 10; 25 63.3382 74.7745 0; 26 63.3382 74.7745 10

18. 27 67.5882 74.7745 0; 28 67.5882 74.7745 10; 29 39.0882 74.7745 8.26671

19. 30 71.8382 74.7745 8.26671; 31 71.8382 74.7745 10 19. 32 67.5882 74.7745 22.75; 33

61.4632 74.7745 10; 34 55.4632 74.7745 10

20. 35 47.5882 74.7745 22.75; 36 47.5882 74.7745 15; 37 71.8382 74.7745 15

21. 38 47.5882 74.7745 17.75; 39 71.8382 74.7745 17.75

22. 40 39.0882 74.7745 4.13699; 41 71.8382 74.7745 4.13699 23. 42 52.3382 74.7745 10; 43

52.3382 74.7745 17.75

23. 44 52.3382 74.7745 22.75; 45 58.4632 74.7745 15

24. 46 58.4632 74.7745 22.75; 47 58.4632 74.7745 10; 48 64.4632 74.7745 10

27

25. 49 64.4632 74.7745 15; 50 64.4632 74.7745 22.75

26. 51 43.4632 78.2745 22.75; 52 43.4632 78.2745 0

27. 53 39.0882 78.2745 22.75; 54 71.8382 78.2745 22.75

28. 55 61.4632 78.2745 15; 56 61.4632 78.2745 22.75; 57 55.4632 78.2745 15

29. 58 55.4632 78.2745 22.75; 59 49.3382 78.2745 17.75

30. 60 49.3382 78.2745 22.75; 61 47.5882 78.2745 18.5

31. 62 39.0882 78.2745 18.5; 63 39.0882 78.2745 0; 64 47.5882 78.2745 14.25

32. 65 39.0882 78.2745 14.25; 66 39.0882 78.2745 10; 67 49.3382 78.2745 10

33. 88 47.5882 78.2745 17.75; 89 71.8382 78.2745 17.75

34. 90 39.0882 78.2745 4.13699; 91 71.8382 78.2745 4.13699

35. 92 52.3382 78.2745 10; 93 52.3382 78.2745 17.75

36. 94 52.3382 78.2745 22.75; 95 58.4632 78.2745 15

37. 96 58.4632 78.2745 22.75; 97 58.4632 78.2745 10; 98 64.4632 78.2745 10

38. 99 64.4632 78.2745 15; 100 64.4632 78.2745 22.75

39. MEMBER INCIDENCES

40. 35 1 51; 36 2 52; 37 3 53; 38 4 54; 39 5 55; 40 6 56; 41 7 57; 42 8 58

41. 43 9 59; 44 10 60; 45 11 61; 46 12 62; 47 13 63; 48 14 64; 49 15 65

42. 50 16 66; 51 17 67; 52 18 68; 53 19 69; 54 20 70; 55 21 71; 56 22 72

43. 57 23 73; 58 24 74; 59 25 75; 60 26 76; 61 27 77; 62 28 78; 63 29 79

44. 64 30 80; 65 31 81; 66 32 82; 67 33 83; 68 34 84; 69 35 85; 70 36 86

45. 71 37 87; 72 38 88; 73 39 89; 74 40 90; 75 41 91; 76 42 92; 77 43 93

46. 78 44 94; 79 45 95; 80 46 96; 81 47 97; 82 48 98; 83 49 99; 84 50 100

47. 85 51 52; 86 53 54; 87 55 56; 88 57 58; 89 59 60; 90 61 62; 91 63 53

48. 92 64 65; 93 66 67; 94 68 63; 95 69 70; 96 71 72; 97 73 74; 98 75 76

49. 99 77 78; 100 68 54; 101 79 80; 102 67 81; 103 78 82; 104 83 55

50. 105 84 57; 106 67 59; 107 85 70; 108 86 87; 109 88 89; 110 90 91

51. 111 92 93; 112 93 94; 113 95 96; 114 97 95; 115 98 99; 116 99 100

52. ELEMENT INCIDENCES SHELL

53. 117 53 63 69 85; 118 85 54 68 69

54. ELEMENT PROPERTY

55. 117 118 THICKNESS 0.15

28

56. DEFINE MATERIAL START

57. ISOTROPIC CONCRETE

58. E 2.17185E+007

59. POISSON 0.17

60. DENSITY 23.5616

61. ALPHA 1E-005

62. DAMP 0.05

63. END DEFINE MATERIAL

64. MEMBER PROPERTY

65. 35 TO 84 PRIS YD 0.5 ZD 0.25

66. 85 TO 116 PRIS YD 0.25 ZD 0.25

67. CONSTANTS

68. MATERIAL CONCRETE ALL

69. SUPPORTS

70. 1 TO 50 FIXED

71. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1.

72. SELFWEIGHT Y -1

73. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 2

74. ELEMENT LOAD

75. 117 118 PR GY -5.5

76. LOAD COMB 3 COMBINATION LOAD CASE 3

77. 1 1.5 2 1.5

78. UNIT MMS NEWTON

79. PERFORM ANALYSIS PRINT ALL

80. FINISH

29

30

31

Beam maximum moments

32

33

34

Reinforcement details

35

CHAPTER – 4

DESIGN OF RC STRUCTURAL MEMBERS

4.1.DESIGN OF SLABS:

4.1.1.DESIGN OF TWO WAY SLAB:

Lx = 5m and LY = 8m

IDENTIFICATION OF SLAB:

LY/LX = 8/5

= 1.6<2

This is two way slab.

CALCULATION OF EFFECTIVE DEPTH:

Span/Effective depth = 20

Effective depth = 5000/20

= 250mm

Cover = 20mm

Overall depth = 270mm

CALCULATION OF LOAD:

Self weight = 0.27x25

= 6.75KN/m2

36

Floor finishes = 0.6KN/m2

Live load = 3KN/m2

Total load = 10KN/m2

Ultimate load = 1.5x10

= 15KN/m2

CALCULATION OF BENDING MOMENT:

Mu = Wleft2/8

= 15x5.22/8

= 50.7 KNm

Shear force = wl/2

= 15x5.2/2

= 39KN

CHECK FOR DEPTH PROVIDED:

Mumax = 0.138xfckxbd2

50.76x106 = 0.138x20x1000xd

2

D = 135mm < 250mm

Hence safe.

REINFORCEMENTS:

Mu = 0.87xfyxAstxd (1-((Astxfy)/(bdfck)

37

50.7x106

= 0.87x415xAstx250 (1-((415xAst)/(1000x20x250)

Ast = 590mm2

Provide 12mm dia bars

Spacing = 1000 x ast / Ast

= 190 mm

Ast pro = 595 mm2

% of steel = Ast x 100/ bd

Ast min = 0.12 % of GA

= 0.12 x 1000 x 250 / 100

= 300 mm2

Ast pro > Ast req

Hence safe.

CHECK FOR SHEAR:

Shear force = Vu / bd

= 39 x 103 / 1000 x 250

= 0.156 N/mm2

Ʈc = 0.22 N/mm2

Ʈc > Ʈv

38

Hence safe in shear.

39

DESIGN OF RAMP SLAB

4.1.2.DESIGN OF TWO WAY SLAB:

Lx = 5m and LY = 8m

IDENTIFICATION OF SLAB:

LY/LX = 8/5

= 1.6<2

This is two way slab.

CALCULATION OF EFFECTIVE DEPTH:

Span/Effective depth = 20

Effective depth = 5000/20

= 250mm

Cover = 20mm

Overall depth = 270mm

CALCULATION OF LOAD:

Self weight = 0.27x25

= 6.75KN/m2

Floor finishes = 0.6KN/m2

Live load = 3KN/m2

40

Total load = 10KN/m2

Ultimate load = 1.5x10

= 15KN/m2

CALCULATION OF BENDING MOMENT:

Mu = Wleft2/8

= 15x5.22/8

= 50.7 KNm

Shear force = wl/2

= 15x5.2/2

= 39KN

CHECK FOR DEPTH PROVIDED:

Mumax = 0.138xfckxbd2

50.76x106 = 0.138x20x1000xd

2

D = 135mm < 250mm

Hence safe.

REINFORCEMENTS:

Mu = 0.87xfyxAstxd (1-((Astxfy)/(bdfck)

50.7x106

= 0.87x415xAstx250 (1-((415xAst)/(1000x20x250)

Ast = 590mm2

41

Provide 12mm dia bars

Spacing = 1000 x ast / Ast

= 190 mm

Ast pro = 595 mm2

% of steel = Ast x 100/ bd

Ast min = 0.12 % of GA

= 0.12 x 1000 x 250 / 100

= 300 mm2

Ast pro > Ast req

Hence safe.

CHECK FOR SHEAR:

Shear force = Vu / bd

= 39 x 103 / 1000 x 250

= 0.156 N/mm2

Ʈc = 0.22 N/mm2

Ʈc > Ʈv

Hence safe in shear.

42

DESIGN OF BEAM

Beam size = 250mm x 500mm

B = 250mm

D = 500mm

D’ = 30mm

Mu = 130 KNm

fck = 20 N/mm2

fy = 415 N/mm2

CALCULATION OF DEPTH:

Effective cover = 30mm

Effective depth = 500 – 30

= 470mm

CHECK FOR DEPTH PROVIDED:

Mu = k. fck b dreq2

130 x 106 = 0.138 x 20 x 250 x dreq

2

D = 435mm

Effective depth = 435mm

43

Overall depth = 465mm

CALCULATION OF BOTTOM TENSION REINFORCEMENT:

Mu/bd2 = 134 x 10

6 / 250 x 465

2

= 2.6 N/mm2

Pt = 0.92

0.92 = 100 x Asrreq /( bd)

Ast req = 1150 mm2

CHECK FOR REINFORCEMENT:

Ast min/bd = 0.85 / fy

Astmin/ (250 x 500) = 0.85 / 415

Astmin = 256 mm2

Ast req > Astmin

Hence safe.

DESIGN OF REINFORCEMENT:

16 mm dia Fe 415 HYSD bars

No.of bars = Total area of bars/ Area of 1 bar

= 1150 / (π/4 x 162)

= 6 bars

25mm = 2 bars

44

Provide 6 #16mm dia Fe 415 bars @ the bottom of the main tension reinforcement

Astpro = N x area of one bar

= 6 x (π/4) x 162

= 1206.37 mm2

Ast pro > Ast req

Hence safe.

NOMINAL REINFORCEMENT AT THE TOP:

Provide 2 # 12 mm dia bars @ the top of the beam. The top of the beam as nominal

bars for stirrups.

CHECK FOR SHEAR:

Shear force in the beam = 85 KN

Ʈv = Vu/bd

= 0.68 N/mm2

100 As/bd = 0.5 N/mm2

Ʈc = 0.3 N/mm2

Ʈc max = 1.8 N/mm2

Ʈv > Ʈc < Ʈc max

45

CHECK FOR DEFLECTION:

L/D max = (L/D) basic x Kt x Kc x Kf

Fs = 0.58 x 415 x (256/1150)

= 53.58

Kt = 1.5

(L/D) provided = 8.6

(L/D) max = 20 x Kt

= 30

(L/D) max > (L/D) provided

Hence safe.

46

DESIGN OF COLUMN

Size = 500mm x 250mm

Length = 4.75 m = 4750 mm

Effective length = 0.8 L

= 0.8 x 4.75

= 3.8 m

CHECK FOR SLENDERNESS RATIO:

Slenderness ratio = Le / b

= 3.8 / 0.5

= 7.6 < 12

Slenderness ratio = Le / d

= 3.8 / 0.25

= 15.2 m

Hence it is a short column.

CALCULATION OF Ag:

Pu = 0.4 fck Ac + 0.67 fy Ast

Ag = 500 x 250 mm2

Axial load = 1250 KN

47

Ultimate load = 1.5 x 1250

= 1875 KN

1875 x 103 = 0.4 x 20 x (12500 – Asc) + ( 0.67 x 415 x Asc)

Asc = 3301.2 mm2

No of bars = 10 nos

Provide 40mm clear cover

Provide 20 mm dia bars @ 100mm

DESIGN OF DISTRIBUTION REINFORCEMENT:

Dist greater of = 1 x 20 / 4

= 5 mm = 6mm dia

6 mm ties are provided

PITCH:

Least lateral dimension = 250 mm

= 16 x dia of bars

= 16 x 20

= 320 mm

Provide 6mm dia bar ties @ 300 mm C/C

48

49

DESIGN OF STAIRCASE

No. of steps in flight = 10

Thread = 300mm

Rise = 150mm

Width of landing beam = 300mm

EFFECTIVE SPAN:

L = ( no. of steps x tread) + width of landing beam)

= ( 10 x 300 ) + 300

= 3300mm

Tk of waist slab = span/20

= 3300/20

= 165mm

LOADS:

D.L of slab on slope, ws = tkx1x25

= 1.65 x 25 x 1

= 4125 KN/m

D.L. on horizontal span, w = ws (T2 + R

2)

1/2/T

= 4125 ( 3002 + 150

2)

1/2/300

50

= 4611.8 N/mm

D.L. on one step = ½ x b x h x 25

= ½ x 0.3 x 0.15 x 25

= 0.5625 KN/m

Loads on stesps per m length = D.L. on one step x 1000/T

= 0.5625 x 1000 /300

= 1.875 KN/m

Finishes = 0.6 KN/m

Total D.L. = 4.6 + 1.875 + 0.6

= 7.075 KN/m

Live load = 5 KN/m

Total load = 7.075 + 5

= 12.075 KN/m

Ultimate load = 18.11 KN/m

BENDING MOMENT:

Mu = Wul2/8

= 18.11 x 3.32/8

= 24.65 KNm

CHECK FOR DEPTH OF WAIST SLAB:

51

D = ( Mu / (0.138 fck b))1/2

= 94.5 mm

Cover = 20mm

Effective depth = 165 – 20 – 10/2

= 140mm

REINFORCEMENT:

Mu = 0.87xfyxAstxd (1-((Astxfy)/(bdfck)

24.65x106

= 0.87x415xAstx140 (1-((415xAst)/(1000x20x140)

= 529.16 mm2

Provide 12 mm dia bars

Spacing = 1000 x π/4 x 122 / 529.16

= 220 mm

Dis. Reinforcement = o.12 % of GA

= 0.12 x 1000 x 165 /100

= 198 mm2

Provide 8mm dia bars

Spacing = 1000 x π/4 x 82 / 198

52

= 250 mm

53

DESIGN OF FOOTING

Footing type = Rectangular type footing

Size of the column = 500mm x 250mm

Axial load = 1250 KN

Safe bearing capacity = 200 KN/m3

Self weight of footing = 125 KN

Total factored load = 1375 KN

Footing area = 1375 / (1.15 x 185)

= 6.46 KN/m2

PROPOTION OF THE FOOTING AREA:

(2.5x ) X 5x = 6.46

12.5x2 = 6.46

X = 0.71

Short side of footing = 2.5 x 0.71

Long side of footing = 5 x 0.71

Rectangular footing = 2m x 4m

SOIL PRESSURE:

Pu = 1250 / (2 x 4)

54

= 156.2 KN/m2

FACTORED BENDING MOMENT:

Bending moment @ short side = 0.5Pul2

= 239.18 KNm

Bending moment @ long side = 0.5pul2 = 59.79 KNm

Projection @ short side = 0.5 (4 – 0.5) = 1.75m

Projection @ long side = 0.5 (2 – 0.25) = 0.875m

DESIGN CONSIDERATION:

Mu = 0.138 fck bd2

D = (Mu / (0.138 fck b)1/2

= 294.76 mm

SHEAR CONSIDERATION:

Vu = 156.2 ( 1275-d)

C = Vu / bd

0.36 = 156.2 (1275 – d) / (1000 x d)

D = 380 mm

Overall depth = 400 mm

REINFORCEMENT IN FOOTING:

LONGER DIRECTION:

Mu = 0.87 fy Ast d (1 – (fyAst /(bd fck)))

55

Ast = 1956 mm2

Provide 16mm dia bars

Spacing = 100 mm

SHORTER DIRECTION:

Mu = 0.87 fy Ast d (1 – (fyAst /(bd fck)))

Ast = 446 mm2

Ration of longer to shorter span = 4/2

= 2

Reinforcement in central band width 2m

= ( 2/ B+1) Ast

= (2/1.5+1)x2x446

= 713.6mm2

Provide 12 mm dia bars

Ast min = 0.12 x 1000 x 400 / 100

= 480 mm2

Spacing = 150 mm

CHECK FOR SHEAR STRESS:

Mu = 156.2 x 0.7

= 109.3 KNm

56

100 x Ast / bd = 100 x 1956 / 1000 x 380

= 0.51

Vu / bd = 109.3 x 103 / 1000 x 380

= 0.28 N/mm2

57

CHAPTER – 5

CONCLUSION

The plan was drawn by Auto – cad 2007

The analysis of the structure was done by using STAAD – PRO software.

The structural elements are designed by using working stress method and IS

456 – 2000 code provision

The design project was helped as to acquire knowledge about the various

analysis and design concept and code provision.

58

CHAPTER – 6

BIBILIOGRAPHY

1. “Design of Reinforced Concrete” by N.Krishnaraju.

2. “Soil Mechanics and Foundation Engineering” by P.C.Punmia.

3. “Prestressed Concrete” by Ramamarutham.