This document provides information on the design and analysis of a multi-story residential building project. It includes sections on the objectives, loads, materials, and software used. The building has a reinforced concrete frame structure with brick walls. Floor plans and structural details are presented. Analysis is conducted using STAAD.Pro software, including load combinations, design moments, and reinforcement details. Wind and seismic load calculations are also summarized.

2. CONTENTS2
►INTRODUCTION
►CODES
►SOFTWARES
►STATEMENT OF PROJECT
►LOADS ON THE STRUCTURES
►OBJECTIVES OF STRUCTURE DESIGN
►DESIGN AND ANALYSIS
►REFERENCES

3. INTRODUCTION3
 Our project is based on the design and analysis of the multi-storied
buildings
 Analysis is done through using the STAAD-PRO
 Notation adopted through out the project is same as in IS:456-2000

4. CODES4
►IS-456:2000 :DESIGN CODE FOR RCC STRUCTURES
►IS-875(PART 1) :CODE FOR DEAD LOADS
►IS-875(PART 2) :CODE FOR IMPOSED LOADS
►IS-875(PART 3) :CODE FOR WIND LOADS
►IS-1893-2002: CRITERIA FOR EARTHQUAKE
RESISTANT DESIGN OF STRUCTURES

5. SOFTWARES5
STAAD.PRO V8i AutoCAD 2014

6. OBJECTIVES
Carrying out a complete analysis and design of the main
structural elements of a multi-storey building including slabs,
columns, shear walls and foundations.
To learn the concept of lateral and vertical loading on the
building.
Getting familiar with structural softwares ( AutoCAD,
STAAD.Pro).
Getting real life experience with engineering practices
Structural detailing of elements and the system.
6

7. SALIENT FEATURES7
Location: KOLKATA
Utility of buildings: RESIDENTIAL
Type of construction : RCC FRAMED STRUCTURE
Floor height: 3.0 m
Type of walls : BRICK WALL

8. AREA
1.5 Acre
8

9. THE HOUSING COMPLEX(3D)9

10. DESIGN AND ANALYSIS OF G+5
APARTMENT BLOCK
10

11. THE FLOOR PLAN OF THE APARTMENT BLOCK
AREA = 3420 sq.ft
11

12. GEOMETRIC DETAILS12
 Ground floor : 3.0M
 Floor height : 3.0M
 Height of plinth : 1.5M from below
foundation

13. MATERIAL DETAILS13
 Concrete Grade : M25
 All steel grade : Fe415 grade
 Type of steel bars : HYSD
 Bearing capacity of Soil : >180 KN/M2

14. DIFFERENT TYPES OF LOADS ON THE
STRUCTURES
14
 Dead loads
 Imposed loads
 Wind loads
 Seismic loads

15. DEAD LOADS15
Involves self weight of-
 RCC slab
 Beams & columns
 Plinth
 Walls

16. IMPOSED LOADS16
 Imposed loads also known live loads
 Loads over the floor i.e. Load of persons it is
calculated as 1 KN/m2
 This load is applied over the length of structure

17. WIND LOADS17
 Wind is air in motion
 Wind loads are calculated according to IS:875(part 3)
 Intensity of wind and exposure are applied in the direction
as required

18. LOAD COMBINATIONS18
 The structures should be analysed for combination of loads as in practice
we have numbers of loads in various directions act
 Some of the combinations to be checked are
 1.5(DL+LL)
 1.5(DL+WL)
 1.5(DL+LL+WL)

19. OBJECTIVES OF STRUCTURAL DESIGN
19
 Structure designed should satisfy the criterion of ultimate
strength.
 Structures should satisfy the serviceability.
 It should satisfy the stability against overturning, sliding, and
buckling.

20. MAIN OBJECTIVES OF THE DESIGN20
 Foundation design
 Column design
 Beam design
 Slab design

21. DESIGN PRINCIPLE, ASSUMPTION AND NOTATION
ASSUMED
21
 The notation adopted through out the work is same as in IS 456-2000
 Using partial safety factors for loads in accordance with clause 36.4 of IS 456-
2000
 Partial safety factor for material in accordance with clause 36.4.2 IS456-2000 is
taken as 1.5 for concrete and 1.15 for steel
 (D.L+L.L) 1.5
 (D.L +L.L+W.L) 1.2

22. DENSITY OF MATERIALS USED22
MATERIAL Density
1.Plain concrete 24.0 kn /m3
2.Reinforced 25.0 k /m3
3.Flooring material(c.m) 20.0kn/m3
4.Brick masonry 19.0kn/m3
LIVE LOADS: In accordance with IS 875
1.Live load on slab =3.0kn/m3
2.Live load on passage =3.0kn/m3
3.Live load on stair =3.0kn/m3

23. ANALYSIS
23
 Analysis is done using STAD PRO developed by BENTLEY
 Once the loads and load combinations are assigned to the structures,
analysis is to be done
 Analysis is done for RCC structure

24. CENTRE LINE DIAGRAM24

25. FLOOR SLAB SYSTEM25

26. GROUP OF SLAB26
Panel No. Lx Ly Ly/Lx Boundary Condition
S1 3.9 4.1 1.05 Two adjacent edges discontinuous
S2 2.9 4.1 1.41 One short end discontinuous
S3 3.6 4.1 1.14 Two adjacent edges discontinuous
S4 2.0 3.9 1.95 One short end discontinuous
S5 2.0 2.9 1.45 Interior panel
S6 2.0 3.6 1.80 Interior panel

27. 27
Effective depth = Lx/(basic L/d ratio×1.5)
Assume a clear cover of 20mm and 8mm ø bars,
Overall depth D’ = dx +20 + 8/2 = dx + 24,
Provide overall depth D,
Effective depth dx = D-24; dy = dx–8; d = (dx + dy )/2;

28. OVERALL DEPTH CALCULATION28
Panel Lx(mm) Ly(mm) L/d*M.F dx(mm) D’(mm) Dprovided dx dy d
S1 3900 4100 34.5 113.04 137.04 140 116 108 112
S2 2900 4100 34.5 84.06 108.06 110 86 78 82
S3 3600 4100 34.5 104.35 128.35 130 106 98 102
S4 2000 3900 34.5 57.97 81.97 90 66 58 62
S5 2000 2900 30 66.67 90.67 100 76 68 72
S6 2000 3600 30 66.67 90.67 100 76 68 72
For practical purposes, let us provide an overall depth of slab system 140mm.

29. LOADING ON SLAB29
Self-weight of slab = 0.14 × 25 = 3.5 kN/m2
Load due to floor finishing = 1.5 kN/m2
Self-weight of ceiling plaster = 0.008 × 20 = 0.16 kN/m2
Self-weight partition wall = 1 kN/m2
Live load = 4 kN/m2
Total load = 10.16 kN/m2
Factored load = 15.24 kN/m2

30. DESIGN MOMENTS30
Panel S1 S2 S3 S4 S5 S6
Load wu(kN) 15.24 15.24 15.24 15.24 15.24 15.24
Span Lx(m) 3.9 2.9 3.6 2.0 2.0 2.0
Short span
moment
coefficient
αx
+ 0.0375 0.0413 0.042 0.0512 0.040 0.0456
αx
- 0.05 0.0552 0.055 0.0672 0.052 0.0608
Long span
moment
coefficient
αy
+ 0.035 0.028 0.035 0.028 0.024 0.024
αy
- 0.047 0.037 0.047 0.037 0.032 0.032
Short span
moments
(kN-m/m)
Mux
+ 8.6925 5.2933 8.2954 3.1211 2.4384 2.7798
Mux
- 11.5900 7.0749 10.8631 4.0965 3.1699 3.7064
Long span
moments
(kN-m/m)
Muy
+ 8.1130 3.5887 6.9129 1.7069 1.4630 1.4630
Muy
- 10.8946 4.7422 9.2830 2.2555 1.9507 1.9507

31. REINFORCEMENTS DETAILS31

32. 32

33. PRELIMINARY SIZE DESIGN33
Choosing L/10= d
In longitudinal direction= 3900/10= 390mm= d1
D1= 420mm= 0.42m
In transverse direction= 4100/10= 410mm= d2
D2= 440mm= 0.44m
Let us take a width of 300mm= 0.30m
Member Cross Section c/c
B1,B4,B5,B8,B9,B12,B13,B16,B17,B20,B21,B24,B25,B28,B29,B32 300 x 440 4.1
B33,B34,B35,B36,B37,B63,B64,B65,B66,B67 300 x 420 3.9
B43,B44,B45,B46,B47,B48,B49,B50,B51,B52,B53,B54,B55,B56,B57 300 x 420 3.6
B38,B39,B40,B41,B42, B58,B59,B60,B61,B62 300 x 420 2.9
B2,B3,B6,B7,B10,B11,B14,B15,B18,B19,B22,B23,B26,B27,B30,B31 300 x 440 2.0

34. PRELIMINARY SIZE CALCULATION OF COLUMNS34

35. DESIGN OF STAIR35
Height of each flight = 1.5m
Rise = 150mm
Tread = 250mm
Thickness of waist slab = 200mm
Provided 12mmø bars at a clear cover of 15mm.
Provided 8 mm ø bars @ 160mm c/c
UP

36. WIND LOAD ANALYSIS36
• Design wind speed (Vz)= k1k2k3Vb
Vb= 50 m/s
k1= probability factor (risk coefficient) = 1(Table-1, IS: 875(Part 3)- 1987)
k2= terrain, height, and structure size factor. Our building is in terrain category -2 &
class A(Table-2, IS: 875(Part 3)- 1987)
k3= topography factor= 1(IS: 875(Part 3)- 1987)
Therefore design wind speed= Vz = 50 × 1×k2 × 1
• F= Cf×Ae× pz
F= the force acting in a direction
Cf= Force coefficient for the building.
Ae= effective frontal area.
pz= the total wind load on that particular building or structure

37. DESIGN WIND SPEED AND PRESSURE37
Height from
ground
k2 Vz (m/s) Pz (kN/m2)
18 1.06 53 1.685
15 1.05 52.5 1.653
12 1.02 51 1.560
9 1.00 50 1.500
6 1.00 50 1.500
3 1.00 50 1.500

38. FORCE CALCULATION
38
Floor Along short direction
Total Force = 1.19Aepz(kN)
Along long direction
Total Force = 1.05Aepz(kN)
At roof level 1.19x(1+3/2)x24.4x1.685= 122.31 1.05x(1+3/2)x12.2x1.685=53.96
4th 1.19x(2x3/2)x24.4x1.653= 143.99 1.05x(2x3/2)x12.2x1.653= 63.52
3rd 1.19x(2x3/2)x24.4x1.560= 133.66 1.05x(2x3/2)x12.2x1.560= 59.95
2nd 1.19x(2x3/2)x24.4x1.5= 130.662 1.05x(2x3/2)x12.2x1.5= 57.64
1st 1.19x(2x3/2)x24.4x1.5= 130.662 1.05x(2x3/2)x12.2x1.5= 57.64
Ground 1.19x(2x3/2)x24.4x1.5= 130.662 1.05x(2x3/2)x12.2x1.5= 57.64

39. CALCULATION OF WIND FORCE AT PER FRAME
IN SHORT & LONG DIRECTION
39
Floor pz(kN/m2)
Along short direction Along long direction
Total Force =
1.19Aepz(kN)
Force per
frame(kN)
Total Force =
1.05Aepz(kN)
Force per
frame(kN)
5th 1.685 122.31 15.29 53.96 10.79
4th 1.653 143.99 18.00 63.52 12.70
3rd 1.560 133.66 16.71 59.95 11.99
2nd 1.500 130.662 16.33 57.64 11.53
1st 1.500 130.662 16.33 57.64 11.53
Ground 1.500 130.662 16.33 57.64 11.53

40. SEISMIC LOAD ANALYSIS
40
• Design seismic load has been calculated by seismic coefficient method
• Total load on roof = 3107.96 kN
• Total loading per floor = 4791.32 kN
• For seismic zone3, the zone factor is 0.16(Table-2, IS: 1893). Being a residential building,
the importance factor is 1(Table 5, IS: 1893-1984)
• The building has a special moment resisting frame and hence R=5.
• Total seismic weight of the structure = 3107.96 + (4791.32×5) = 27064.56 kN
• Design seismic base shear = Vb = 1082.58 kN

41. LATERAL LOAD DISTRIBUTION AS PER STATIC METHOD41
Floor Height Wi(kN) Wihi
2
𝐖𝐢 𝐡𝐢
𝟐
𝐖𝐢 𝐡𝐢
𝟐
Qi=Vb×
𝐖𝐢
𝐡𝐢
𝟐
𝐖𝐢
𝐡𝐢
𝟐
Roof 18 3107.96 55943.28 0.21 218.13
5th 15 4791.32 71869.80 0.26 280.23
4th 12 4791.32 57495.84 0.21 224.18
3rd 9 4791.32 43121.88 0.16 168.14
2nd 6 4791.32 28747.92 0.11 112.09
1st 3 4791.32 14373.96 0.05 56.05
Total= 271552.68

42. CALCULATION OF LATERAL FORCE PER FRAME IN
SHORT & LONG DIRECTION
42
Floor
Along short direction Along long direction
Total force(kN)
Force per
frame(kN)
Total force(kN) Force per frame(kN)
Roof 218.13 27.27 218.13 43.63
5th 280.23 35.03 280.23 56.05
4th 224.18 28.02 224.18 44.84
3rd 168.14 21.02 168.14 33.63
2nd 112.09 14.01 112.09 22.42
1st 56.05 7.01 56.05 11.21

43. DESIGN OF FOUNDATION43
Isolated square foundation would be provided to columns situated along the perimeter
Ultimate load coming on the column = Pu = 1022.91 kN
Approximate weight of the footing @10% of the column load = w’ =102.291 kN
Total load = 1125.201 kN
Safe bearing capacity of soil = 280 kN/m2
Area of the foundation =
1125.20
280
= 4 m2
Side of the footing = 4 = 2 m
Provide a square footing of size 2m×2m.
Net upward pressure intensity =
1125.201×1000
2×2
= 281300.25N/m2

44. 44 Depth from B.M consideration:
Critical section for bending moment is shown in the figure.
Projection beyond critical section =
2000−300
2
= 850 mm
Maximum B.M = M = p0B/8 ×(L-a)2 = 281300.25×2×0.85×0.425 =
203239.4306 Nm
Factored moment = Mu = 1.5×203239.4306 = 304859.1459 Nm
Equating Mu,lim to Mu
0.138fck300d2 = 304859.1459
d = 542.72 mm
Providing 12mmø bars @ a clear cover of 60mm.
Effective cover to upper layer of bars = 60+12+6 = 78mm
Overall depth required = 542.72+78 = 620.72mm
The overall depth may be increased by 30% to limit the shear stresses.
Overall depth = 1.3×643.46 = 806.94mm= 810mm

45. 45
Depth from punching shear consideration:
Punching load = column load – reaction on the column area = 1022910 -(281300.25×0.352) = 988450.7194 N
Factored punching load = 1.5×988450.7194 = 1482676.079 N
Design punching shear stress for M25 concrete= 2.1 N/mm2
Equating punching shear resistance to factored punching load,
4×350×D×2.1 = 1482676.079
D= 504.91 mm
Hence let us provide an overall depth of 840mm as determined earlier.
Actual effective depth = d= 840-78 = 762mm.
Mu/bd2 =
304859.1459×1000
350×762×762
= 1.5
% of steel required, pt = 50[
1− 1−
4.6×1.5
25
415
25
] = 0.45%
Ast = (0.45/100)×350×762 = 1200.15mm2
Provide 12-12mmø (1357.168mm2)
Provide also 12-12mmø in the other principle direction also.

46. 46 The critical section for two-way shear is taken at the periphery surrounding the column at a distance of half the
effective depth from the face of the column.
Overall depth of the footing at a distance (762/2) = 381mm from the column face.
=840 -
(840−400)×381
1022.91
= 676.11mm
Effective depth at this section = d’= 676.11-78 = 598.11mm
Critical parameter = b’ = 4(350+762) = 4448 mm
Shear force at this section = V = 281300.25(22 – .352) = 1090741.719 N
Factored shear = Vu = 1.5 × 1090741.719 = 1636112.58 N
Nominal shear stress = Tv =
1636112.58
4448×598.11
= 0.61 N/mm2
ßc =
𝑠ℎ𝑜𝑟𝑡 𝑠𝑖𝑑𝑒 𝑜𝑓 𝑡ℎ𝑒 𝑐𝑜𝑙𝑢𝑚𝑛 𝑠𝑒𝑐𝑡𝑖𝑜𝑛
𝑙𝑜𝑛𝑔 𝑠𝑖𝑑𝑒 𝑜𝑓 𝑡ℎ𝑒 𝑐𝑜𝑙𝑢𝑚𝑛 𝑠𝑒𝑐𝑡𝑖𝑜𝑛
= 1
Ks = 0.5+ ßc = 1.5
Permissible design shear strength Tc = Ks × .25 𝑓𝑐𝑘 = 1.875 N/mm2
Therefore Ʈv < Ʈc
Check for two-way shear

47. FOUNDATION REINFORCEMENT47

48. CONCLUSION & FUTURE SCOPE48
 Using staad.pro software, the design consideration has been taken as
per codes.
 We have only done the design & analysis part of the buildings using
staad.pro & AutoCAD softwares, further we want to design the
building components manually in the future and want to make a
detailed estimation. We would like to compare the design using
software & manually.

49. REFERENCES49
 Structural analysis by S.RAMAMRUTHAM
 IS456-2000 CODE used
 SP16 CODE used
 AUTO CAD & STAAD PRO packages
 Design of RCC structures by B.C PUNMIA
 IS875, IS 1893-2002
 Various websites

50. 50