Drift control of RCC Building

1. 3

2. 2

3. 1

4. 0

6. Under the Supervision of
Pronob Kumar Ghosh
Lecturer
Department of Civil Engineering
Dhaka International University

7. Presentation on
Drift control of RCC Building
Name Roll No
 Md. Saiful Islam 02
 Tahsin Raza 11
 Khaza Ahmed Palash 36
 Mofasser Uddin Ahmed 42
 Ashraful Islam 43

8. Test Building
Location: Dhaka City
• The hypothetical building that was model is a
rectangular (60 ft by 100 ft plan dimensions) ten-
story RCC building
• Column size 18”x18”, 15”x22” & 12”x27” and keeping
beam size constant 12”x21”
• Similarly we analyze the structure with varying beam
size 12”x21”, 12”x24” & 12”x27” and keeping column
size constant 15”x22”

9. Dead Load & Live Load Calculation
• We have considered dead load as per follows.
• Floor to floor height = 10 ft
• Brick wall width = 5 inch
• Concrete unit weight = 150 pcf
• Brick unit weight = 120 pcf
• Super Dead Load = 80 psf
• Live Loads: Live loads are as per BNBC 2015
• On floor = 60 psf
• On roof = 30 psf

10. Loads on Building
• Dead Load: Weight of the structure & components
permanently attached to the structure contribute to
the dead load.
• Live Load: From BNBC we get the live load values for
different types of buildings.
• Wind force: These loads are often of such short of
cyclic variation so as to cause inertial forces in the
structure.

11. Wind Load Calculation
• Wind Pressure, Pz = 0.00256*Ci*Cz*CG*Ct*Cp*Vb
2
• Wind Force, Fz = B*heff*Pz
• Here,
• Vb = Wind velocity (mph) = 130 mph
• Ci = Importance Factor = 1.25
• Ct = Local topography factor = 1
• Cp = Wind pressure co-efficient
• B = Width of building
• Z= Elevation
• CG = Gust factor

12. Distribution of wind load in each story

13. Calculation Of Wind Load
Story No Z (ft) Cz CG Pz (psf)
Fz =
B*heff*Pz
(kip)
1
10 0.8 1.32 113.3 113.3
2
20 0.86 1.3 120.5 120.5
3
30 0.96 1.27 130.3 130.3
4
40 1.05 1.24 139.4 139.4
5
50 1.13 1.21 147.4 147.4
6
60 1.18 1.20 152.4 152.4
7
70 1.23 1.19 156.2 156.2
8
80 1.28 1.18 161.1 161.1
9
90 1.33 1.17 166.5 166.5
10
100 1.37 1.16 170.1 85

14. Analysis of Models
• For 10 storied building:
• Varying moment of inertia of column by keeping area
constant without shear wall.
• Varying moment of inertia of column by keeping area
constant with shear wall.
• Varying moment of inertia of beam without shear
wall.
• Varying moment of inertia of beam with shear wall.

15. Varying Moment of Inertia of Column by
Keeping Area Constant without Shear Wall

16. Frame structure (without shear wall)
deformed shape in Y direction

17. Values of Story Drift from ETABS Analysis
Without Shear Wall
Story
No
Story Drift for
Column 18”X18”
(in)
Story Drift for
Column 15”X22”
(in)
Story Drift for
Column 12”X27”
(in)
10 2.18 1.95 1.60
9 2.11 1.88 1.55
8 2.00 1.78 1.47
7 1.85 1.65 1.36
6 1.67 1.49 1.23
5 1.46 1.31 1.07
4 1.18 1.05 0.86
3 0.89 0.79 0.65
2 0.61 0.54 0.44
1 0.29 0.25 0.21

18. Shear force and Bending moment
diagrams for column size 18”x18”

19. Varying Moment of Inertia of Column by
Keeping Area Constant with Shear Wall
First we analyze for column size 18”x18”= I, then 15”x22” = 1.5I
& finally 12”x27” = 2I

20. Frame structure (with shear wall)
deformed shape in Y direction

21. Story Drift from ETABS Analysis
with shear wall
Story
No
Story Drift for
Column 18”X18”
(in)
Story Drift for
Column 15”X22”
(in)
Story Drift for
Column 12”X27”
(in)
10 1.15 0.85 0.46
9 1.11 0.82 0.44
8 1.05 0.77 0.42
7 0.97 0.72 0.39
6 0.88 0.65 0.35
5 0.77 0.57 0.31
4 0.62 0.46 0.25
3 0.46 0.34 0.18
2 0.32 0.24 0.13
1 0.15 0.11 0.06

22. THANK YOU