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Hospital building project

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Hospital building project

  1. 1. 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. 2. 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. 3. 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. 4. 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. 5. 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. 6. 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. 7. 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. 8. 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. 9. 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. 10. 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. 11. 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. 12. 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. 13. 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. 14. 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. 15. 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. 16. 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. 17. 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. 18. 18
  19. 19. 19
  20. 20. 20
  21. 21. 21
  22. 22. 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. 23. 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. 24. 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. 25. 25 B/W wall load = 0.25 x 1x20 = 5 KN/m Total load = = 8.1 KN/m
  26. 26. 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. 27. 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. 28. 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. 29. 29
  30. 30. 30
  31. 31. 31 Beam maximum moments
  32. 32. 32
  33. 33. 33
  34. 34. 34 Reinforcement details
  35. 35. 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. 36. 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 = Wleft 2 /8 = 15x5.22 /8 = 50.7 KNm Shear force = wl/2 = 15x5.2/2 = 39KN CHECK FOR DEPTH PROVIDED: Mumax = 0.138xfckxbd2 50.76x106 = 0.138x20x1000xd2 D = 135mm < 250mm Hence safe. REINFORCEMENTS: Mu = 0.87xfyxAstxd (1-((Astxfy)/(bdfck)
  37. 37. 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. 38. 38 Hence safe in shear.
  39. 39. 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. 40. 40 Total load = 10KN/m2 Ultimate load = 1.5x10 = 15KN/m2 CALCULATION OF BENDING MOMENT: Mu = Wleft 2 /8 = 15x5.22 /8 = 50.7 KNm Shear force = wl/2 = 15x5.2/2 = 39KN CHECK FOR DEPTH PROVIDED: Mumax = 0.138xfckxbd2 50.76x106 = 0.138x20x1000xd2 D = 135mm < 250mm Hence safe. REINFORCEMENTS: Mu = 0.87xfyxAstxd (1-((Astxfy)/(bdfck) 50.7x106 = 0.87x415xAstx250 (1-((415xAst)/(1000x20x250) Ast = 590mm2
  41. 41. 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. 42. 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 dreq 2 130 x 106 = 0.138 x 20 x 250 x dreq 2 D = 435mm Effective depth = 435mm
  43. 43. 43 Overall depth = 465mm CALCULATION OF BOTTOM TENSION REINFORCEMENT: Mu/bd2 = 134 x 106 / 250 x 4652 = 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. 44. 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. 45. 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. 46. 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. 47. 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. 48. 48
  49. 49. 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 + R2 )1/2 /T = 4125 ( 3002 + 1502 )1/2 /300
  50. 50. 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. 51. 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. 52. 52 = 250 mm
  53. 53. 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. 54. 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. 55. 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. 56. 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. 57. 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. 58. 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.

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