Seismic analysis and design of

1

• Seismic analysis and design of
• a structure in the UAE

Student Name Amna Mohamed Fatima Al-Hosani Huda
Al-Hayyass Iman Salem Muna Abdulla Nada Bakri Al
Naser
Advisor's Name Prof. Ahmed Ghobarah
2
Description of the Project

• Location of the project
• Height type of the project
• -The structure is 40 stories office building, 136
  m
• high.
• -The first story is 4.2 m in height and other
  stories are 3.4 m floor to floor height.
• -The building is a reinforced concrete structure
• - Area of one floor 1216

3
Description of the Project
Plan of the Project Tower from Floor (1-23)
4
Description of the Project
Plan of the Project Tower from Floor (24-39)
5
Description of the Project
Plan of the Project Tower for Level 40
6
Types of loads

• Dead Load (D.L).

• Live Load (L.L).

• Earthquake Load (E).
• Wind Load (W).

7
Own weights of the walls
Calculated using the equation
For interior walls
Thickness was assumed as 0.4 m. ? OW
interior walls 34kN/m

• Thickness was assumed as 0.5 m.
• ? OW exterior walls 42.5 kN/m

For exterior walls
8
Own weights of the slab
Calculated using the equation
t slab L /28 8000/28 285.7 mm 300 mm.
Concrete density (?concrete) 25 kN/m3.
Flooring weight was assumed to be 1.5 kN/m2.
OW slab 9 kN/m2
9

• Area of one floor 1216 m2.
• D.L slab 9 kN/m2.
• Total No. of walls per floor 30 walls.
• Height of wall 3.4 m.
• Wall length 6 m.
• Unit weight of wall 25 kN/m3

10
D.L
47764
11
Live Load (L.L)
Axial Load from the L.L on the wall

• Live Load (L.L) x Tributary area (B) x Live
  Load Reduction Factor (L.L.R.F)
• - Live Load (L.L) 2.4 kN/m2.
• - Live Load Reduction Factor (L.L.R.F)
• B tributary area.
• - Tributary area "B" (m2)

12
1437
13
Base Shear

• Base shear is an estimate of the maximum
  expected lateral force that will occur due to
  seismic ground motion at the base of a structure.
  
• _Soil conditions at the site_Proximity to
  potential sources of seismic activity
• _Probability of significant seismic ground
  motion_The level of ductility and over strength
  
• _The fundamental (natural) period of
  vibration of the structure

Calculations of base shear (V) depend on
14
Earthquake intensity divided into 5 zones
0.15
15
Sesmic load
16
Seismic Coefficient Cv
0.32
17
Seismic Coefficient Ca
0.22
18
Formula Calculations
V 8456.064 KN
Vmax 39099 kN
Vmin 11182.3KN.
19
Shear Force
20
Shear Force
21
Earthquake Forces on the Building
Max 2177.74 kN
Earthquake force on each floor
40 Story Building
22
Earthquake Shear Forces Diagram
Max 11181.7 kN
23
Wind Pressure on Buildings
24
Exposure B
Exposure C
Exposure D
Building adjacent to other building
Building in open area
Building near the shoreline
25
Wind Pressure on Buildings
26
Wind Loads Calculations
B
A
27
(No Transcript)
28
(No Transcript)
29
(No Transcript)
30
Comparison Between Wind Earthquake Loads
Factored Force 1 EQ
Factored Force 1.6 W
31
M FH M 133.62(136 129.2)
267.25(132.6 129.2) 1817.27
kN.m
32
Bending Moment Diagram
33
Comparison between Hand Calculations ETABS
Software
34
Comparison between Hand Calculations ETABS
Software
35
Comparison between Hand Calculations ETABS
Software
36
Design of slab
37
Parameters

• Assumptions

• ? concrete 25kg/m3.
• Wall weight 25 KN/m3.
• Flooring 1.5 kN/m2.

• The thickness of the slab was taken to comply
  with the deflection limit for a continues slab of
  L/28.

• taken as 300 mm.

38
Parameters
ln L wall thickness

• 8 0.2(interior) 0.25(exterior) 7.55 m
• Or
• 8 0.2(interior) 0.2(interior) 7.6
  m

fy 460 MPa
39
Calculations
wD (1x 1 x height of foor x ? concrete)
Flooring (1x 1 x 0.3 x 25) 1.5 9 kN/m2

• wL 2.4 kN/m2 for office building.
• (ASCE STANDARD (7-05) Minimum Design Loads for
  Buildings and Other Structures (page 120))
• wu 1.4 D.L 1.7 L.L
• 1.4 x (9) 1.7 x (2.4)
• 16.68 kN/m2

40
ACI coefficients'
41
Moment Diagram
42
Results from structural Analysis
The design will be according to the determined
moments as follows

• ve moment ? Mu 67.91 kN.m
• -ve moment edges ? Mu - 59.43 kN.m
• -ve moment interior ? Mu - 95.08 kN.m

43
Amount of reinforcement Determination

• Mu As fy (d-a/2) 0.9 As fy d
• d thickness of slab cover ½ diameter of bar
  
• 300 20 5 ? d 275 mm.

44
As values

• For the ve moment Mu 67.91 kN.m
• As 596.5 mm2/m.
• For the edge -ve moment Mu - 59.43 kN.m
• As 522.04mm2/m.
• For the interior -ve moment Mu - 95.08 kN.m
• As 835.13 mm2/m.

45
Determination the amount of steel needed
46
(No Transcript)
47
(No Transcript)
48
Reinforcement in 2nd direction

• The second direction would have the minimum steel
  amount can be used, which is 10 at maximum
  spacing.

• Maximum Spacing (According to ACI Code).
• the minimum of Smax X Stslab, 450
• min of 5x300, 450 450 mm.
• ? use 10 bars at 450 mm.

49
Design wall
Wind Load
50
Stiffness
400 mm
6500 mm
Stiffness of small wall
51
Shear and Moment
52
Shear for Walls
500 mm
6500 mm
Shear of small wall
425.86kN
53
Moment for Walls
Moment of small wall
400 mm
6500 mm
33130.33kN.m
54
Design of wall
55
From the calculations of design slab the D.L and
L.L 47764 (1.7)1437 50,206.9 KN/per wall
- assume the concrete stain equal 0.003.
56
(No Transcript)
57
(No Transcript)
58
Section of the wall
59
Ultimate moment 33130.33kN.mgtmoment
capacity1760 kN.m
60
Redesign Wall
- Increase the number of bars at the ends of the
wall to increase the moment capacity.
- Moment to be taken by steel bars at the ends
33130-1760 31380 kN.m.
- The steel have been added at both end of the
wall by 300mm from end in each of the ends.
61
Redesign Wall
Area of steel of bars at the ends of wall
Use 843
62
Design of Shear
Shear reinforcement 212_at_500 mm
63
Design Detail
64
Cost Estimation
Definition Cost estimation is determination of
utilizing experience, calculating and forecasting
the future cost of resources, methods, and
management within a scheduled time frame.
65
Cost Estimation

• Using UAE Construction Priced book (Gulf Business
  books, second edition, and year 2000)

66
Cost Estimation

• The comparison between GPI GPII
• GPI The Approximated Cost 124,800,000 Dhs
• GPII The Cost 121,932614 Dhs

Section A Site investigation Section B Site
Work Section C Concrete Work Section F Wood
Work Section G Thermal moisture
protection Section H Doors Section J
Finishing's Section P Conveying systems
67
(No Transcript)
68
Site investigation
69
Site work
70
Reinforced concrete work
71
Cladding
72
Finishing's
73
Gantt Chart
74
Tanks for listening