A simple presentation on multistorey building due to lateral load and vertical load combination.

1. ANALYSIS OF TWO REINFORCED CONCRETE MULTISTOREID BUILDING DUE TO LATERAL LOAD
AND VERTICAL LOAD COMBINATIONS
Under the guidance of
Dr. KAUSTUBH DASGUPTA

2. CONTENTS
1. INTRODUCTION
2. DESCRIPTION OF MODELS
3. MODELLING OF STRUCTURAL MEMBERS
4. LOAD CASES AND COMBINATIONS
5. DESIGN SHEAR FORCES AND BENDING MOMENTS
6. MOMENT DISTRIBUTION METHOD
7. DEFLECTION
8. CONCLUSION
2
1

3. INTRODUCTION
• SAP2000 is a structural analysis and design software developed by CSIAMERICA.
• Complexed 2D and 3D models can be designed and analysed in SAP2000.
• Two eight storeyed buildings are analysed in SAP2000.
• Vertical and lateral load combinations are provided
• The non-sway, sway and total moments are calculated by Moment Distribution Method
3
2

4. DESCRIPTION OF MODELS
BUILDING-1:
• Building plan dimension 15m x 10.5m.
• Floor to floor height is 3.5m.
• Width of slab 120mm.
• Dimensions of beam 230mm x 450mm.
• Column size 500mm x 500mm.
• M30 grade concrete is used, Fe415 grade steel is used.
• Young’s Modulus = 27386128 N/mm2.
• Poisson’s ratio = 0.18
• Mass Density = 2.5493 Kg/m3.
4
3

5. 5
4

6. BUILDING-2:
• Building plan dimension 14.8m x 9.3m.
• Floor to floor height is 3.2m.
• Width of slab 120mm.
• Dimensions of beam 230mm x 400mm.
• Column size 450mm x 450mm.
• M30 grade concrete is used, Fe415 grade steel is used.
• Young’s Modulus = 27386128 N/mm2.
• Poisson’s ratio = 0.18
• Mass Density = 2.5493 Kg/m3.
6
5

7. 7
6

8. MODELLING OF STRUCTURAL MEMBERS
• All beam column joints are considered as rigid joints.
• The beams are modelled as continuous and the slabs are resting on it.
• The foundation is considered as the combination of columns and fixed supports only.
• Dead loads are due to the self weight of the components of buildings.
• Live loads are considered different at roof level and different at other levels.
• The lateral loads are provided in two directions i.e, in X-direction and Y-direction.
8
7

9. LOAD CASES AND COMBINATIONS
• The various loads on the structure are Dead Load (DL), Live Load (LL), Lateral Load (HLx and HLy).
• The various load combinations are:
Building no-1:
1. 1.5(DL+LL)
2. 1.2(DL+LL+HLX)
3. 1.2(DL+LL+HLY)
Building no-2:
1. 1.5(DL+LL)
2. 2. 1.2(DL+LL+HLX)
3. 3. 1.2(DL+LL+HLY)
9
8

10. 10
9

11. 11
10

12. 12
11

13. DESIGN SHEAR FORCES AND BENDING MOMENTS
• (a) Building no.-1:
Beams:
(i) Maximum bending moment = 874.5523 kNm.
(ii) Minimum bending moment = -874.4782 kNm.
(iii) Maximum shear force = 546.142 kN.
(iv) Minimum shear force = -511.069 kN.
Columns:
(i) Maximum bending moment = 1135.5562 kNm.
(ii) Minimum bending moment = -1123.6225 kNm.
(iii) Maximum shear force = 489.609 kN.
(iv) Minimum shear force = -479.579 kN
13
12

14. DESIGN SHEAR FORCES AND BENDING MOMENTS
(b) Building no.-2:
Beams:
(i) Maximum bending moment = 671.9539 kNm.
(ii) Minimum bending moment = -638.0516 kNm.
(iii) Maximum shear force = 436.668 kN.
(iv) Minimum shear force = -374.715 kN.
Columns:
(i) Maximum bending moment = 1491.8136 kNm.
(ii) Minimum bending moment = -2021.4202 kNm.
(iii) Maximum shear force = 858.965 kN.
(iv) Minimum shear force = -868.862 kN.
14
13

15. MOMENT DISTRIBUTION METHOD
• It is a structural analysis method for statically indeterminate beams and frames.
• In this method, every joint to be analysed is fixed so as to develop the fixed end moments.
• The fixed end moments are calculated for sway and non-sway analysis.
• The distribution factors of respective beams and columns are calculated by using the ratio
of stiffness of the members to the total stiffness of all the members meeting at that point.
15
15

16. MOMENT DISTRIBUTION METHOD
• Here we have considered the vertical load cases to find the moments of each beam
and column.
• In this case due to the unsymmetrical geometry of the building, the frame is
assumed to have sway deformation.
16
16

17. DEFLECTION
• Formula used:
Non-Sway Shear force + K(Sway Shear Force) = 0
where, K is a constant.
Therefore, Deflection = K x Δ, where, Δ8 =
100
𝐸𝐼
, Δ7 =
90
𝐸𝐼
Δ6 =
80
𝐸𝐼
, Δ5 =
70
𝐸𝐼
Δ4 =
60
𝐸𝐼
, Δ3 =
50
𝐸𝐼
Δ2 =
40
𝐸𝐼
, Δ1 =
30
𝐸𝐼
where, EI is the flexural rigidity
17 17

18. DEFLECTION
• It is observed that the maximum deflection occurs at the roof level.
• (a) Building-1:
Storey-1: Storey-5:
Deflection = 1.861×10-4 m Deflection = 4.39×10-5 m
Storey-2: Storey-6:
Deflection = 1.053×10-4 m Defection = 2.926×10-5 m
Storey-3: Storey-7:
Deflection = 8.195×10-5 m Deflection = 1.338×10-5 m
Storey-4: Storey-8:
Deflection = 6.146×10-5 m Deflection = 6.899×10-6 m
18
18

19. DEFLECTION
(b)Building no.-2:
Storey-1: Storey-5:
Deflection = -3.81×10-4 m Deflection = -1.75×10-4 m
Storey-2: Storey-6:
Deflection = -3.107×10-4 m Deflection = -1.131×10-4 m
Storey-3: Storey-7:
Deflection = -2.572×10-4 m Deflection = -7.025×10-5 m
Storey-4: Storey-8:
Deflection = -2.104×10-4 m Deflection = -4.197×10-5 m
19
19

20. TOTAL MOMENTS
• The formula used to find the total moment in each beam and column:
M = Non-sway moments + K (Sway moments)
where, K is a constant.
• It is observed that all the joints of the buildings are in equilibrium.
20
20

21. CONCLUSION
• The objective is to perform the analysis of the two eight storeyed buildings in SAP2000.
• The deflections are calculated due to dead loads, live loads and lateral loads.
• The critical values of shear forces and bending moments have been evaluated from
SAP2000.
• The approximate method of moment distribution has been utilized to investigate the
bending moment values at significant locations throughout the building frame.
• It is observed that the joints of the structural system are in equilibrium.
• The values of bending moments obtained from SAP2000 and moment distribution
method are found to be in good agreement.
21
21