This document details the planning, analysis, and design of the academic block of a high school building. It includes the dimensions and specifications of the building components. Load calculations are performed to determine dead and live loads. The key structural elements - slab, beam, column, footing, and staircase - are designed based on the loading. Reinforcement details are provided for each element. The column with the maximum load of 1588.25 kN and beam with maximum bending moment of 166.526 kNm are identified. Manual calculations are included for design verification. The project helps gain knowledge of structural planning and design using software and code-based manual methods.

1. PLANNING,ANALYSIS AND
DESIGN OF HIGH SCHOOL
BUILDING ACADEMIC BLOCK

2. Project Guide : Mr.K.S.ELANGO , M.E.,
Asst. Professor (Civil)
Project Members: HARSHAPPRABHU.R.(1312051)
HARIKARTHICK.S.(1312047)
DHIVAGAR.A.(1312033)
KARTHIKEYEN.N.(1312059)

3. INTRODUCTION
• School is an institution for educating children.
• Its an institution at which instruction is given
in a particular discipline and helps in developing the skills of
the children from basic.
• In common , school is the main place for moulding the
students in good manner, thus helps in our country
development in future.

4. AIM
• To plan, analyze & design of an academic block of school
building with sufficient qualities for children's development.
• The main scope of this project is to develop an educational
area which helps in development of nearby areas.

5. PLAN DIMENSIONS
• Site layout area = 30565.92 Sq.m.
• Building area = 1074.15 Sq.m.
• Number of floors = G+3

6. Specifications
• Column size = 300 mm x 450 mm
• Beam size = 300 mm x 600 mm
• Slab thickness = 130 mm

7. JOINERY DETAILS:
• D1 = 1.3 m X 2.1 m
• D2 = 1 m X 2.1 m
• W = 1.5 m x 1.35 m
• V = 0.9 m x 0.8 m

9. CENTRE LINE MARKING:

14. LOAD CALCULATION:
DEAD LOAD :
Weight of slab : 25x0.13 = 3.25 kN/m²
Weight of floor finish : 1.5 kN/m²
Total load : 4.75 kN/m²

15. Typical slab:(For design purpose)

16. Total weight on beam:
Area = 1/2(a+b)xh
= 1/2(.2+3.8)x3.6x2
= 14.4 m²
Slab weight on beam = 4.75x14.4 = 68.4 kN
Slab weight on beam per metre = 68.4/3.8
= 18 kN/m

17. Self weight of beam = 25x0.3x0.6
= 4.5 kN/m
Total weight on beam = 18+4.5
= 22.5 kN/m

18. Live load analysis:
Live load at roof level:
Weight of live load = 3 kN/m²
Total weight on beam:
Area = 14.4 m²
Total weight on beam = 3x14.4
= 43.2 kN
Total weight on beam per metre = 43.2/3.8
=11.36 kN/m

19. TOTAL LOAD:
Total load= DL+LL
= 22.5+11.36
= 35.86 kN/m

20. MODELLING VIEW

21. 3D RENDERED VIEW:

22. LOAD COMBINATION VIEW

23. BENDING MOMENT DIAGRAM

24. SHEAR FORCE DIAGRAM

25. Manual Calculation
Design of Slab – S1
Size of room = 3.6 m * 3.8 m
Type of slab = Two way Slab
(Ly/Lx) = (3.8/3.6) = 1.05 < 2
Depth of slab = 130 mm.
Effective span of slab = (Clear Span + Effective depth)
= (3.6 +0.106)
= 3.706 m

26. • CONT..
.
Design Ultimate Load = 11.625 kN/m2
Ast = 294 mm2 (In Both ways)
Reinforcement = 12 mm dia @ 265 mm c/c
Edge strip Reinforcement:
Min Ast = 156 mm²
Reinforcement = 8 mm dia @ 290 mm c/c

27. Cont.....
Torsion Reinforcement:
Area of Torsion = (3/4)x Ast
= (3/4)x265)
= 196.5 mm²
Reinforcement = 8 mm dia @255 mm c/c
Length over which the torsion steel provided:
Length = (1/5)x span
= (1/5)x 3706= 750 mm

28. Reinforcement detail :

29. Design of Beam - B1
Size of the beam = 300mm * 600 mm
Clear cover = 25 mm
Moment = 166.526 kNm
Mu limit = 0.138 fck b d²
= 0.138x25x300x550² = 313.08 k Nm
Mu < Mu limit
Hence it is doubly reinforced beam
Main Reinforcement:
Ast =Mu = 0.87fyAst.d[1-(Ast.fy/bdfck)]
166.526x106 = (0.87x415xAstx550)
166.526x106 = 198577.5Ast-19.97
Ast = 924.55mm2 ≈ 925mm2

30. Continue:
Min Ast :
As/bd = 0.85/fy
Ast= 337.95 mm²
Max Ast :
Ast = 0.04 bD
= 0.04 ×300×600
= 7200 mm2
Min Ast< Ast < Max Ast
No of bars = 5 nos of 16 mm dia bars
Shear reinforcement = 8 mm dia bar @ 300 mm c/c

31. REINFORCEMENT DETAIL OF BEAM – B1

32. RESULTANT SUMMARY OF FOR BEAMS

33. Cont........
• The tabulation shows the summary values on shear
force and bending moment for beams
• Beam number 452 (B-452) has maximum bending
moment 166.526 kN-m.

34. Design of Column – C1
Size of column =300 mm * 450 mm
Fck = 25 N/mm² , Fy = 415 N/mm²
Load acting on column = 1588.25 kN
Ag=103394.96 mm²
Area of Longitudinal Reinforcement :
Asc = 2% Ag provided
= 0.02×(350×450)
= 2700 mm²
Provide 20mm dia bar
No of bars= 2700 /(π×20²/4)
No of bars= 10 0f 20 mm dia bars

35. Cont.........
Lateral ties:
From IS 456-2000,Clause 26.5.3.2,
a) Greater of the diameters of,
i) 1/4× larger dia = 1/4×20 = 5mm
ii) 6mm
Adopt 6mm diameter ties.
Pitch distance: (Least of the following)
i) Least lateral dimension = 300mm
ii)16 times the dimensions of longitudinal bar
= 16×20 = 320mm
iii)300mm
Hence adopt 6mm ties at 300mm c/c.

36. REINFORCEMENT DETAIL OF COLUMN – C1

37. RESULTANT SUMMARY OF LOAD FOR COLUMNS

38. Cont........
• The tabulation shows the summary values of load for
columns.
• Node number 18 (C-18) has maximum load 1588.25 kN

39. Design of Footing – F1
Size of colum = 300mm×450mm
Assume SBC = 270kN/m²
Load of column = 1588.25kN
Self weight of footing (10%) = 158.8kN
Total load (Wu) = 1747.05kN
Column side ratio = 450/300
= 1.5
L×B = 6.47
(1.5×B)×B = 6.47
B = 2.1m
L =1.5B
L =1.5×2.1
L = 3.11m
Size of Footing = 3.11 m × 2.1 m

40. Cont........
Check :
L/B = 3.11/2.1= 1.5 (same)
Factored soil pressure @ base:
Pu = load/area
Pu = 1747.05/(3.11*2.1)
Pu = 267.5kN/m²
Pu = 267.5 < 270kN/m²
Factored BM
a)Cantilever projection from longer side face of column
= 2.1 - 0.45/2 = 1.33m
b)Cantilever projection from shorter side face of column
= 2.1 - 0.3/2 =0.9m

41. Cont..........
BM @ Longer side face of column = Pul²/2
= 267.5×1.33²/2
= 236.59 kNm
BM@ Shorterside face of column = Pul²/2
=267.5×0.9²/2
= 108.33kNm

42. Cont.......
Vu = Pu (1.33-d)
Vu = 267.5 (1.33-d)
Assuming the shear strength of = 0.36 N/mm² and of with the
nominal % of reinforcement Pt = 0.25%
= Vu /bd
0.36 = 267.5(1.33-d) /1000×d
360 d = 355.77-267.5d
d = 0.566m
Assume effective cover =50mm
Overall depth, D = d + ϕ/2 + 50
= 566 + 16/2 + 50
D = 624mm ≈ 630 mm.

43. Cont........
Ast:
Longer direction:
Ast =1199.94mm²
Provide 20mm dia bars at 260mm c/c
Shorter span direction:
Ast =538.61mm²
Provide 12mm dia bars @ 205mm c/c
Central band reinforcement:
Provide 10mm dia bars at 100mm c/c

44. REINFORCEMENT DETAIL OF FOOTING – F1

45. RESULTANT SUMMARY OF LOAD FOR FOOTINGS

46. Cont............
• The tabulation shows the summary values of load for
footing.
• Node number 18 (F-18) has maximum load 1588.25 kN

47. Design of Staircase
Size of staircase = 3.6 m * 7.2 m
Height of storey = 3.5 m
Riser = 175 mm , Tread = 270 mm
Height of first flight = 3.5/2 = 1.75 m
No of risers = 1750/175 = 10 Nos
No of tread = 9 nos
Width of stair = ((3600-100)/2)
= 1750 mm
Going distance = 9 x 0.27 = 2.43 m
Landing space = (7.2 – 2.43 )/2
= 2.38 mm

48. Cont.....
Self weight on landing slab = 13.125 k N/m²
Self weight on waist slab = 16.75 kN/m²
Moment at centre = 97.94 kNm
Area of main reinforcement = 2499.32 mm²
provide 12 mm dia bar at 80 mm c/c
Area of distributor Reinforcement = 210 mm ²
provide 8 mm dia bar at 235 mm c/

49. REINFORCEMENT DETAIL OF STAIRCASE

50. Summary:
MEMBER ID REINFORCEMENT
SLAB S1 Main: 12 mm dia @ 265mm c/c (Both ways)
BEAM B1 5 no s of 16 mm dia bar(TENSION )
2 no s of 16 mm dia bar(COMPRESSION)
COLUMN C1 10 no s of 20 mm dia bar
6 mm dia @ 300 mm c/c as lateral ties
FOOTING F1 Longer:20 mm dia @ 220 mm c/c
Shorter:12 mm dia @ 205 mm c/c

51. CONCLUSION
• During this project work we have learnt how to plan , analyse and
design of high school building academic block by using the software
and also by manually .
• At the end of this project we have clear idea regarding reinforcement
detailing and we have gained knowledge in manual approach for
structural design using IS codes .
• The proposed school building in this project is drafted using Auto
CADD software and analyzed using STADD Pro. Software and it was
designed manually based on IS 456 – 2000 .

52. REFERENCES
• IS:456:2000 “Indian Standard Code of Practice for Plain and
Reinforced Concrete (Fourth Revision)” Bureau of Indian
Standards, New Delhi.
• IS 875 (1989) Part 1 & Part 2 “Indian Standard Code of Practice for
Design Loads (Other than Earthquake) for Buildings and Structures
” Bureau of Indian Standards, New Delhi.
• Krishna Raju. N (2001) “Design of Concrete Structure” CBS
Publishers and Distributors, New Delhi.
• “National Building Code of India (2005)”, Bureau of Indian
Standards, New Delhi.
• IS:8827:1978 “Recommendations for basic requirements of School
Buildings”.
• Site visit (Hindu Kalvi Nilayam – Erode)

53. THANK YOU