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.
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.
Site Plan

4.
Ground Floor

5.
First Floor

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.
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.
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.
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

10.
LOAD CALCULATION
Total Load = Dead load +Live load +Floor finish + Parapet load
i. Dead load = 0.12 x 25 = 3 KN/m2
ii. Live load = 2 KN/m2
iii. Floor finish = 1KN/m2
iv. Parapet load = 0.12 x 20 = 2.4 KN/m2
Total load = 3+2+1+2.4
= 8.4 KN/m2
Factored load = Total load x Factor of safety
= 8.4 x 1.5
= 12.6 KN/m2

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.
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.
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.
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.
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.
REINFORCEMENT DETAILS
Two Way Slab

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.
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.
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.
DESIGN OF STAIRCASE
lx = 3 m
ly = 4m
h = 3.6m
fck = 25 N/mm2
fy = 500N/mm2
Reinforcement details for staircase

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.
DESIGN OF LINTEL
Size of lintel = 230mm x 210mm
Fck = 25 N/mm2
Fy = 500N/mm2
Reinforcement details for lintel

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.
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.
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.
THANK YOU