PLANNING ANALYSIS AND DESIGN OF A HOSPITAL BUILDING
A PROJECT REPORT
Submitted by SASI VIJAYALAKSHMI.T VIJAYALAKSHMI.T VIJAYALAKSHMI.K MARIYAMMAL.S
In partial fulfillment 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
1
PLANNING ANALYSIS AND DESIGN OF A HOSPITAL BUILDING
A PROJECT REPORT
Submitted by SASI VIJAYALAKSHMI.T VIJAYALAKSHMI.T (921812103036) (921812103036) VIJAYALAKSHMI.K (921812103055) MARIYAMMAL.S MARIYAMMAL.S (921812103307)
In partial fulfillment 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
ANNA UNIVERSITY : CHENNAI CHENNAI 600 025
BONAFIDE CERTIFICATE
Certified that this project report “ PLANNING ANALYSIS AND DESIGN OF A HOSPITAL BUILDING” is the bonafide work of “VIJAYALAKSHMI. 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., Professor., (civil)
Sree Sowdambika College of Engg
Sree Sowdambika College of Engg
Aruppukottai
Aruppukottai
INTERNAL EXAMINER
EXTERNAL EXAMINER
3
ACKNOWLEDGEMENT At the outset outset I would like to express express my praise and gratitude 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. Mr.C.John Sureshkumar Sureshkumar M.E., Head of the Department, Civil I highly thank Mr.C.John Engineering, for providing necessary facilities for the successful completion of this project work. Mrs.D.Gayathri M.E., Assistant professor, Department of Civil I sincerely thank Mrs.D.Gayathri Engineering for her guidance guidance and for providing providing necessary facilities and encouragements for the successful completion of this project work.
We thank all Assistant professors, professors, Non-teaching staffs of our department, and our friends who gave encouraged us to complete the project.
Sasi vijayalakshmi.T vijayalakshmi.T
(921812103036)
Vijayalakshmi.K
(921812103055)
Mariyammal.S
(921812103307)
4
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.
5
INDEX
Tables No 1 2
List of tables Beam End moment and forces Reinforcement details
Figure No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
List of figures Site layout Ground floor plan First floor plan Second floor plan Beam and Column position Diagram Model structure in STAAD.Pro Load application on model structure Bending moment Diagram Shear Force Diagram Displacement Displacement diagram of whole structures Reinforcement Details of Footing Reinforcement Details of Column Reinforcement Details of Beam Reinforcement Details of Slab Reinforcement Details of Staircase
6
LIST OF SYMBOLS Symbols A Ast B B p D D’ Fck Fy Ftt Fct Finf G H L LL L p M Md Mumax P Pu Q Qo S V W We Symbols Xu Ʈc Ʈv
Description Cross section area Area of transverse reinforcement reinforcement for torsion Breadth of beam Width of pedestal Effective width of span Effective depth of span Characteristic compressive compressive strength of concrete Characteristis Characteristis strength of steel Allowable tensile stress in concrete initial transfer of prestress Allowable compressive stress in concrete initial transfer of prestress Prestress in concrete at bottom of section (inferior) Distributed dead load or acceleration due to gravity Overall depth of section Effective span Live load Length of pedestal Bending moment Design moment (serviceability limit state) Maximum of moment Mux and Muy per meter length length at the face of pedestal Prestressing Prestressing force Net ultimate upward soil pressure Live load Allowable bearing capacity of the soil Spacing of stirrup links Shear force Distributed load per unit area Weight of soil Description Neutral axis depth depth Ultimate shear stress in concrete Shear stress due to transverse shear 7
Unit Mm 2 Mm Mm Mm Mm Mm 2 N/mm 2 N/mm N/mm2 2
N/mm
N/mm2 KN/m Mm Mm 2 KN/m Mm KNm KNm KNm 2
N/mm KN 2 KN/m 2 N/mm Mm KN 2 KN/m 3 KN/m Unit Mm 2 N/mm 2 N/mm
Ʈuc SL.NO
Shear stress of concrete in footing
CHAPTER NO
CONTENTS Acknowledgement Abstract List of Tables List of Figures List of Symbols
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28
1
2
3
Introduction 1.1.General 1.1.1.Soil investigation 1.1.2.Specification 1.1.2.Specification of structure 1.1.3.Code provisions 1.2.Objectives and methodology 1.3.Analysis of Framed Structure 1.3.1.Method of Analysis 1.3.2.Maximum BM in Beams & Columns 1.4.Design of RCC Framed Structural Elements 1.4.1.Footing 1.4.2.Column 1.4.3.Beam 1.4.4.Slab 1.4.5.Staircases Plan 2.1.Faclilities in Ground floor 2.2.Facilities in First, Second & Third floor Analysis of Framed Structure 3.1.Technical data 3.1.1.Loads acting on the Analysis structure 3.1.2.Super structure dimensions 3.1.3.Soil characteristics characteristics 3.1.4.Foundation 3.1.5.Structural system 3.1.6.Building details 3.1.7.Material specification 3.2.Load calculation 8
2
N/mm
29 30 31 32 33 34 35 36 37
4
5 6
3.3.STAAD.Pro Reports Design of Structural Elements 4.1.Design of slab 4.2.Design of beams 4.3.Design of Columns 4.4.Design of Staircase 4.5.Design of Footing Conclusion Bibliography
9
CHAPTER – 1 1 INTRODUCTION 1.1.GENERAL:
We will propose to construct a Multispeciality Multispeciality hospital building in Tenkasi (near Tenkasi to Madurai road). 1.1.1.SOIL INVESTIGATION: 2
The safe bearing capacity of the soil is found as 200 KN/m . The depth of the footing is taken to 1.5m, the rectangular footing is to be designed. 1.1.2.SPECIFICATION 1.1.2.SPECIFICATION OF STRUCTURES: The building roof is designed as RCC. All the framed structure like column,footing,beam,lintels column,footing,beam,lintels and roof are
designed in working working stress methods and IS 456:2000. Grade of concrete M20, Grade of steel Fe 415. The flooring flooring concrete concrete of plain plain cement cement concrete using broken stone 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.
10
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 Multispeciality hospital building building (G+2) storied storied using STAAD.Pro
To design a Multispeciality Multispeciality hospital building is (G+2).
11
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
12
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.
13
Slabs are the primary members of a structure,which 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 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. 14
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:
15
Stairway,staircase 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 ot her 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.
16
CHAPTER – 2 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.
17
18
19
20
21
CHAPTER – 3 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 these loads. 3.1.TECHNICAL DETAILS: 3.1.1.LOADS ACTING ON THE ANALYSIS STRUCTURE: 1.DEAD LOAD:
Self weight
2
=
-1KN/m
For floor slabs
=
2 KN/m
For roof slabs
=
1.5 KN/m
For staircase
=
4 KN/m
=
(1.5 D.L) + (1.5 L.L)
2.LIVE LOAD: 2
2
2
3.LOAD COMBINATION:
Load combination
3.1.2.SUPER STRUCTURE DIMENSIONS:
Floor wall thickness
=
250mm
Parapet wall thickness
=
250mm
Parapet wall height
=
800mm 22
Slab thickness
=
150mm
Column size
=
250mm x 500mm
Rectangular beam
=
500mm x 250mm
Depth of beam
=
500mm
Breadth of web
=
250mm
Floor finishes load
=
0.6 KN/m
Weathering coarse
=
1 KN/m
BEAM SIZE:
DEAD LOADS: 2
2
LIVE LOADS: 2
Live load on slab
=
5 KN/m
Live load on roof
=
3 KN/m
2
3.1.3.SOIL CHARACTERISTICS CHARACTERISTICS::
Soil consistency
=
Hard strata
Bearing capacity
=
200 KN/m
=
250mm x 500mm
2
3.1.4.FOUNDATION:
Size
23
3.1.5.STRUCTURE 3.1.5.STRUCTURE SYSTEM:
Type of building structure
= =
Multispeciality HospitType of R.C.C. Framed structure
Wall
=
Brick masonry
3.1.6.BUILDING DETAILS: 2
Build up area
=
759 mm
Ground floor height
=
3.5 m
First floor height
=
3.5 m
Second floor height
=
3.5 m
3.1.7.MATERIAL SAPECIFICATIONS: SAPECIFICATIONS:
Grade of concrete
=
M20
Grade of steel
=
Fe 415
3.2.LOAD CALCULATIONS: ROOF SLAB 2
Self weight of slab
=
0.17 x 25 = 4.25 KN/m
LL on slab
=
5
2
= 5 KN/m
2
Total load
= 9.25 KN/m
BEAM
Self weight of beam
=
0.5 x 0.25x25 = 3.1 KN/m
24
B/W wall load
=
Total load
=
0.25 x 1x20
= 5 KN/m = 8.1 KN/m
25
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 26
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 27
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
28
29
30
Beam maximum moments
31
32
33
Reinforcement details
34
CHAPTER – 4 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 2
= 6.75KN/m
35
2
Floor finishes
= 0.6KN/m
Live load
= 3KN/m
Total load
= 10KN/m
Ultimate load
= 1.5x10
2
2
2
= 15KN/m
CALCULATION OF BENDING MOMENT: 2
Mu
= Wleft /8 2
= 15x5.2 /8 = 50.7 KNm Shear force
= wl/2 = 15x5.2/2 = 39KN
CHECK FOR DEPTH PROVIDED: 2
Mumax
= 0.138xf ck ck xbd 6
50.76x10 D
2
= 0.138x20x1000xd 0.138x20x1000xd
= 135mm < 250mm
Hence safe. REINFORCEMENTS:
Mu
= 0.87xf yxAstxd (1-((Astxf y)/(bdf ck ck ) 36
6
50.7x10
= 0.87x415xAstx250 (1-((415xAst)/(1000x20x250)
Ast
= 590mm
2
Provide 12mm dia bars Spacing
= 1000 x ast / Ast = 190 mm 2
Ast pro
= 595 mm
% 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 3
= 39 x 10 / 1000 x 250 2
= 0.156 N/mm Ʈc
2
= 0.22 N/mm
Ʈc > Ʈv 37
Hence safe in shear.
38
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 2
= 6.75KN/m 2
Floor finishes
= 0.6KN/m
Live load
= 3KN/m
2
39
2
Total load
= 10KN/m
Ultimate load
= 1.5x10 2
= 15KN/m
CALCULATION OF BENDING MOMENT: 2
Mu
= Wleft /8 2
= 15x5.2 /8 = 50.7 KNm Shear force
= wl/2 = 15x5.2/2 = 39KN
CHECK FOR DEPTH PROVIDED: 2
Mumax
= 0.138xf ck ck xbd 6
50.76x10 D
2
= 0.138x20x1000xd 0.138x20x1000xd
= 135mm < 250mm
Hence safe. REINFORCEMENTS:
Mu
= 0.87xf yxAstxd (1-((Astxf y)/(bdf ck ck ) 6
50.7x10
= 0.87x415xAstx250 (1-((415xAst)/(1000x20x250)
Ast
= 590mm
2
40
Provide 12mm dia bars Spacing
= 1000 x ast / Ast = 190 mm 2
Ast pro
= 595 mm
% 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 3
= 39 x 10 / 1000 x 250 2
= 0.156 N/mm Ʈc
2
= 0.22 N/mm
Ʈc > Ʈv Hence safe in shear.
41
DESIGN OF BEAM
Beam size
=
250mm x 500mm
B
=
250mm
D
=
500mm
D’
=
30mm
Mu
=
130 KNm
f ck ck
=
20 N/mm
f y
=
2
2
415 N/mm
CALCULATION OF DEPTH:
Effective cover
=
30mm
Effective depth
=
500 – 500 – 30 30
=
470mm
CHECK FOR DEPTH PROVIDED: 2
Mu
= k. f ck ck b dreq 6
2
130 x 10
= 0.138 x 20 x 250 x dreq
D
= 435mm
Effective depth
= 435mm 42
Overall depth
= 465mm
CALCULATION OF BOTTOM TENSION REINFORCEMENT: 2
6
Mu/bd
= 134 x 10 / 250 x 465
2
2
= 2.6 N/mm Pt
= 0.92
0.92
= 100 x Asr req /( bd)
Ast req
= 1150 mm
2
CHECK FOR REINFORCEMENT:
Ast min/bd
= 0.85 / f y
Astmin/ (250 x 500)
= 0.85 / 415
Astmin
= 256 mm
2
Ast req > Astmin Hence safe. DESIGN OF REINFORCEMENT: REINFORCEMENT:
16 mm dia Fe 415 HYSD bars No.of bars
= Total area of bars/ bars/ Area of 1 bar 2
= 1150 / (π/4 x 16 ) = 6 bars 25mm
= 2 bars 43
Provide 6 #16mm dia Fe 415 bars @ the bottom of the main tension reinforcement Ast pro
= N x area of one bar = 6 x (π/4) x 16
2
2
= 1206.37 mm 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. stirrups. CHECK FOR SHEAR:
Shear force in the beam
= 85 KN
Ʈv
= Vu/bd 2
= 0.68 N/mm 2
100 As/bd
= 0.5 N/mm
Ʈc
= 0.3 N/mm
Ʈc max
= 1.8 N/mm
2
2
Ʈv > Ʈc < Ʈc max
44
CHECK FOR DEFLECTION:
L/D max
= (L/D) basic x K t x K c x K f f
Fs
= 0.58 x 415 x (256/1150) = 53.58
K t
= 1.5
(L/D) provided
= 8.6
(L/D) max
= 20 x K t = 30
(L/D) max > (L/D) provided Hence safe.
45
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 f ck ck Ac + 0.67 f y Ast
Ag
= 500 x 250 mm
Axial load
= 1250 KN
2
46
Ultimate load
= 1.5 x 1250 = 1875 KN
3
1875 x 10
= 0.4 x 20 x (12500 – (12500 – A Asc) + ( 0.67 x 415 x Asc)
Asc
= 3301.2 mm
No of bars
2
= 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
47
48
DESIGN OF STAIRCASE
No. of steps in flight
=
10
Thread
=
300mm
Rise
=
150mm
Width of landing beam
=
300mm
EFFECTIVE SPAN:
L
Tk of waist slab
=
( no. of steps x tread) + width of landing beam)
=
( 10 x 300 ) + 300
=
3300mm
=
span/20
=
3300/20
=
165mm
=
tkx1x25
=
1.65 x 25 x 1
=
4125 KN/m
=
ws (T + R ) /T
=
4125 ( 300 + 150 ) /300
LOADS:
D.L of slab on slope, ws
D.L. on horizontal span, w
2
2 1/2
2
49
2 1/2
D.L. on one step
=
4611.8 N/mm
=
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
=
18.11 KN/m
=
Wul /8
=
18.11 x 3.3 /8
=
24.65 KNm
Ultimate load BENDING MOMENT:
Mu
2
2
CHECK FOR DEPTH OF WAIST SLAB: 50
D
1/2
=
( Mu / (0.138 f ck ck b))
=
94.5 mm
Cover
=
20mm
Effective depth
=
165 – 165 – 20 – 20 – 10/2 10/2
=
140mm
REINFORCEMENT:
Mu
= 0.87xf yxAstxd (1-((Astxf y)/(bdf ck ck ) 6
24.65x10
= 0.87x415xAstx140 (1-((415xAst)/(1000x20x140) 2
= 529.16 mm Provide 12 mm dia bars Spacing
2
= 1000 x π/4 x 12 / 529.16 = 220 mm
Dis. Reinforcement Reinforcement
= o.12 % of GA = 0.12 x 1000 x 165 /100 2
= 198 mm Provide 8mm dia bars Spacing
2
= 1000 x π/4 x 8 / 198 51
= 250 mm
52
DESIGN OF FOOTING
Footing type
= Rectangular type footing
Size of the column
= 500mm x 250mm
Axial load
= 1250 KN
Safe bearing capacity
= 200 KN/m
Self weight of footing
= 125 KN
Total factored load
= 1375 KN
Footing area
= 1375 / (1.15 x 185)
3
2
= 6.46 KN/m PROPOTION OF THE FOOTING AREA:
(2.5x ) X 5x
= 6.46
12.5x
2
= 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) 53
2
= 156.2 KN/m FACTORED BENDING MOMENT: 2
= 239.18 KNm
2
= 59.79 KNm
Bending moment @ short side
= 0.5Pul
Bending moment @ long side
= 0.5pul
Projection @ short side
= 0.5 (4 – (4 – 0.5) 0.5) = 1.75m
Projection @ long side
= 0.5 (2 – (2 – 0.25) 0.25) = 0.875m
DESIGN CONSIDERATION: CONSIDERATION: 2
Mu
= 0.138 f ck ck bd
D
= (Mu / (0.138 f ck ck b)
1/2
= 294.76 mm SHEAR CONSIDERATION:
Vu
= 156.2 ( 1275-d)
C
= Vu / bd
0.36
= 156.2 (1275 – (1275 – d) d) / (1000 x d)
D
= 380 mm
Overall depth
= 400 mm
REINFORCEMENT IN FOOTING: LONGER DIRECTION:
Mu
= 0.87 f y Ast d (1 – (1 – (f (f yAst /(bd f ck ck ))) 54
Ast
2
= 1956 mm
Provide 16mm dia bars Spacing
= 100 mm
SHORTER DIRECTION:
Mu
= 0.87 f y Ast d (1 – (1 – (f (f yAst /(bd f ck ck )))
Ast
= 446 mm
Ration of longer to shorter span
= 4/2
2
=2 Reinforcement Reinforcement in central band width 2m = ( 2/ B+1) A st = (2/1.5+1)x2x446 (2/1.5+1)x2x446 2
= 713.6mm Provide 12 mm dia bars Ast min
= 0.12 x 1000 x 400 / 100 2
= 480 mm Spacing
= 150 mm
CHECK FOR SHEAR STRESS:
Mu
= 156.2 x 0.7 = 109.3 KNm 55
100 x Ast / bd
= 100 x 1956 / 1000 x 380 = 0.51
Vu / bd
3
= 109.3 x 10 / 1000 x 380 2
= 0.28 N/mm
56
CHAPTER – CHAPTER – 5 5 CONCLUSION
The plan was drawn by Auto – Auto – cad cad 2007
The analysis of the structure was done by using STAAD – STAAD – PRO PRO software.
The structural elements elements are designed by using working working stress method and IS 456 – 456 – 2000 2000 code provision
The design project was helped as to acquire knowledge about the various analysis and design concept and code provision.
57
CHAPTER – CHAPTER – 6 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.
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