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# SANDIN.pptx

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# SANDIN.pptx

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### SANDIN.pptx

1. 1. UNDER THE GUIDANCE OF Mr. G. LIN, M.E., Assistant Professor Department of Civil Engineering Mar Ephraem college of Engineeringand Technology PRESENTED BY, ABEESH B 961419103002 SANJAI P 961419103046 Department of Civil Engineering Mar Ephraem college of Engineering and Technology PLANNING, ANALYSIS, DESIGN AND ESTIMATION OF AAUDITORIUM
2. 2. ABSTRACT The project deals with planning, analyzing and designing of auditorium building. The location of the proposed auditorium in Thozhicode at Kanyakumari district. There are few auditorium with less spacing available in that particular area but the land facility are more in that area. The main objective of this project is to make the auditorium more comfortable for people with more spacing. The plinth area of the auditorium is 460 sq.m. The structure is going to be analysed manually and designed by Limit state method of design respectively. The M20 grade concrete and Fe415 steel are considered for design.
3. 3. Site Plan
4. 4. Ground Floor
5. 5. First Floor
6. 6. DESIGN OF SLAB DESIGN OF TWO WAY SLAB DATA Slab dimension = 3 x 3m Lx = 3m Ly = 3m fck = 25 N/mm2 fy = 500N/mm2 Live load = 2 KN/m2 Floor Finish = 1KN/m2 Wall Thickness = 230 mm
7. 7. Check the ratio LY/LX = 3/3 = 1 1 < 2 Hence it is Two way slab CALCULATE THE DEPTH OF SLAB Overall Depth (D) D = span/(basic value) D = 3000/(26) = 115.38 mmProvide 120 mm effective depth Effective depth, d= Overall Depth - Clear cover - diameter/2 Provide 20mm clear cover and 12mm diameter d = 120 – 20 - 12/2 = 94 mm ~ 95mm
8. 8. CALCULATE THE EFFECTIVE SPAN FOR SHORTER SPAN Case 1: Le = clear span + effective depth = 3000 + 95 = 3095 mm Case 2: Le = clear span + wall thickness = 3000 + 230 = 3230mm Take least value 3095mm
9. 9. FOR LONGER SPAN Case 1: Le = clear span + effective depth = 3000 + 95 = 3095 mm Case 2: Le = clear span + wall thickness = 3000 + 230 = 3230mm Take least value 3095mm
11. 11. BENDING MOMENT CALCULATIONS Mx = αxwlx 2 =0.062 x 12.6 x 3.0952 = 7.48KNm My = αywlx 2 =0.062 x 12.6 x 3.0952 = 7.48KNm CALCULATE THE DEPTH BASED ON FLEXURE MOMENT Check for effective depth dreq = 𝐵𝑀 𝑅𝑢𝑏 Ru = 0.36fck 𝑋𝑢𝑚𝑎𝑥 𝑑 (1-0.42 𝑋𝑢𝑚𝑎𝑥 𝑑 ) 𝑋𝑢𝑚𝑎𝑥 𝑑 = 0.46 Ru = 0.36 x 25 x0.46 (1-0.42 x 0.46)= 3.34 N/mm2 dreq = 7 . 48𝑥10⁶ 3 . 34 𝑥1000 = 47.32 mm dreq < dpro Hence it is safe.
12. 12. CALCULATE THE AREA OF MAIN STEEL IN X DIRECTION Mu = 0.87fyAst d[1-( Astfy /bdfck)] 7.48x106 = 0.87 x 500 x Ast x95 [1-( 𝐴𝑠𝑡 𝑥 500 95 𝑥 1000𝑥 25 )] 7.48x106 = 41325Ast[1-2.105x10-4Ast] 7.48x106 = 41325Ast – 8.6989Ast2 8.698 Ast2-41325Ast +7.48x106 =0 Ast = 188.48 mm2 Provide 12mm diameter bar at main reinforcement Spacing i. S = 1000𝑎𝑠𝑡 𝐴𝑠𝑡 = 1000𝑥 𝜋 4 𝑥12² 188.48 = 600.05 mm ii. 3xd = 3x95 = 285 mm iii. 300 mm, Take least value, provide 285 mm Provide 12mm diameter at 285 mm centre to centre spacing
13. 13. CALCULATE THE AREA OF MAIN STEEL IN Y DIRECTION Mu = 0.87fyAst d[1-( Astfy /bdfck)] 7.48x106 = 0.87 x 500 x Ast x95 [1-( 𝐴𝑠𝑡 𝑥 500 95 𝑥 1000𝑥 25 )] 7.48x106 = 41325Ast[1-2.105x10-4Ast] 7.48x106 = 41325Ast – 8.6989Ast2 8.698 Ast2-41325Ast +7.48x106 =0 Ast = 188.48 mm2 Provide 12mm diameter bar at main reinforcement Spacing i. S = 1000𝑎𝑠𝑡 𝐴𝑠𝑡 = 1000𝑥 𝜋 4 𝑥12² 188.48 = 600.05 mm ii. 3xd = 3x95 = 285 mm iii. 300 mm Take least value, provide 285 mm Provide 12mm diameter at 285 mm centre to centre spacing
14. 14. CHECK FOR SHEAR Factored shear force, Vu = 𝑊𝑢𝑙 2 = 12.6 𝑥 3.095 2 = 19.5 KN Nominal shear force, τv = 𝑉𝑢 𝑏 𝑑 = 19.5 𝑥 103 1000𝑥 95 = 0.2 N/mm2 Design of shear strength Pt = 100 𝐴𝑠𝑡 𝑏𝑑 = 100 𝑋 188.48 1000 𝑋 95 = 0.2 From code IS 456:2000 τc = 0.325 N/mm2 τv < τc Hence safe in shear
15. 15. DESIGN OF TORSION REINFORCEMENT: Ast = 3/4 x Ast = 3/4 x 188.48 = 141.36 mm2 Torsion Size = Lx/5 = 3000/5 = 600 mm Spacing S = 1000𝑎𝑠𝑡 𝐴𝑠𝑡 = 1000 𝑋 𝜋 4 𝑥 62 141.36 = 200.01 mm = 200 mm Provide 6mm diameter at 200 mm centre to centre spacing to torsional reinforcement
16. 16. REINFORCEMENT DETAILS Two Way Slab
17. 17. DESIGN OF ONE WAY SLAB Slab dimension = 1.2 x 3m Lx = 1.2 m Ly = 3 m fck = 25 N/mm2 fy = 500N/mm2 Live load = 3KN/m2 Floor Finish = 1KN/m2 Wall thickness = 230mm
18. 18. DESIGN OF BEAM Clear span = 3 m fck = 25 N/mm2 fy = 500N/mm2 Live load = 2 KN/m2 Depth (D) = 450mm Width of beam (b) = 0.23m Reinforcement details for beam
19. 19. DESIGN OF COLUMN Size of column = 230 mm x 450 mm Height of column = 3.6m Pu = 700KN fy = 500N/mm2 fck = 25 N/mm2 lx = 3.23m ly = 3.23m Reinforcement Detail for Column
20. 20. DESIGN OF STAIRCASE lx = 3 m ly = 4m h = 3.6m fck = 25 N/mm2 fy = 500N/mm2 Reinforcement details for staircase
21. 21. DESIGN OF SUNSHADE Length = 0.6m Effective depth, d = span/7 = 600/7 = 85.7mm Provide d = 85mm Overall depth ,D = 85 + 15 +12/2 D = 106mm Fy = 500N/mm2 Fck = 25 N/mm2 Reinforcement details for sunshade
22. 22. DESIGN OF LINTEL Size of lintel = 230mm x 210mm Fck = 25 N/mm2 Fy = 500N/mm2 Reinforcement details for lintel
23. 23. DESIGN OF FOOTING Size of footing = 1.5 m x 1.5 m Unit weight of soil γ = 20KN/m3 α = 300 fck = 25 N/mm2 fy = 500N/mm2 Allowable bearing capacity (q0) = 150N/mm2 Reinforcement details for Footing
24. 24. CONCLUSION This project deals with “Planning, Analysis and Design of a Auditorium Building”. We have successfully designed the Auditorium Building in consideration to the principles of building by laws. We have succeeded in designing the building to be a very economic one making considerations to all the space that was available to us.
25. 25. REFERENCES i. IS 875 Part -2 1987 ii. IS 456-2000, “Design Aids for Reinforced Concrete”. iii. Krishna Raju, N. (2004) ‘ Structural Design and Drawing; CBS Publishers and Distributors, NewDelhi iv. Subramanian, N. ‘Design of Reinforced Concrete Structure” v. SP 16:1978 ‘Design Aids for Reinforced Concrete” to IS 456:2000. vi. IS456:2000, Code of practice for Plain and Reinforced Concrete, Bureau of Indian Standards, New Delhi, 2007 vii.IS1905:1987, Code of Practice for Structural use of Unreinforced Masonry Bureau of Indian Standards, New Delhi, 2002 viii.Jain, A.K., “Limit State Design of RC Structures”, Nemchand Publications, Roorkee, 1998
26. 26. THANK YOU