It is half presentation till linear static analysis.Linear dynamic analysis,Designing and Detailing on Tekla Structure software will be upload Later.

1. Analysis, Design and
Detailing of High-rise Structure
Group Members
1
Mansoor Khan CE-13227
Muhammad BILAL CE-13233
Muhammad Shahid CE-13260
Muhammad ALAM CE-13263

2. • Analysis,Design and
Detailing of High-rise
Structure in PAKISTAN
• Designing and Modeling
• Linear Static and Linear Dynamic
• Etabs and Tekla Structures
• UBC-97 and ACI-318
• Phase 1
• Phase 2
METHODOLOGY
SCOPE
OBJECTIVE
2

3.  Case Study
Building
 Literature
review
 Geometrical
irregularities
INITIATING
Phase 1
Phase 2
Methodology
3
 Computer
model
 Material
assign
 Loads assign
 Linear static
Analysis
 Modal
Analysis
 Dynamic
Analysis
ANALYSISMODELING
 Beam
 Column
 Shear wall
 Slab Forces
DESIGNING
 Tekla
Structures
DETAILING

4. Islamabad
Specification Of
Structure
1.3: Review Of
Drawings and Plans
1.2: Site Specifications
Height=250ft
Pile Foundation
Beam column + Rc shear
wall
• Soil type = SD,
• Bearing Capacity =2Tsf
• Seismic zone 3
• Environmental
Conditions
• Floors 18
• Basement 3
• Ground Floor
• Roof + OHWT
• Glasspanels+
Aluminum Panels
Location
Case Study Building
4

5. GROUND FLOOR PLAN ELEVATIONROOF FLOOR PLAN
COMPUTATIONAL MODEL (ETABS)
5

6. Gravity Load
Lateral Load
Load Combo
SEISMIC
PARAMETERS
𝑇𝐵 = 2π
𝑀
𝐾
Loads
Time Period
Base Shear
R = Reduction
Factor
∆ 𝒎 = Maximum
allowable
Deflection
∆ 𝒔= Elastic
Deflection
Story Drift
LITERATURE REVIEW 6

7. 7
7

8. 8
8

9. • Column, f’c=5000psi
• Beam, f’c = 3500psi
• Slabs,f’c = 3500psi
• Shear Walls, f’c= 5000psi
• Ramps,f’c = 3500psi
• Concrete(Isotropic)
• Weight = 150pcf
• Modulus Of Elasticity,
Ec=57√(f’c)
• Steel (60 ksi)
• Occupancy = Office
• Live Load Floor=50 psf (UBC97)
• Live Load Aud. = 100 psf
• S.D.L = 30 Psf
• Finishes=36psf
• Earth Quake Loads
• Wind Loads
• Snow Loads
• Masonry = 120pcf
Modelling of
Structure
9

10. Time
Period
(sec)
Base
Shear
(kips)
Overturning
Moment
(K-ft)
EQX T3=1.306 4206 751706
EQY Ta=1.636 3424 618596
Linear Static Analysis
Base Shear
Upper Limit
As per UBC
Lower Limit
Of Base
Shear
Method A ;
here Ct= 0.02(Dual
Systems)
Method B;
Using Computer Analysis
Here; m=mass of Structure
K=stiffness in the
respective direction
If Tetabs < 1.4*Ta then; T=Tetabs
Otherwise’ T=1.4Ta
For ZONE 3; Z<0.35
Ca = Seismic Coefficient for Acceleration
Cv= Seismic Coefficient for velocity
I= Importance Factor; I=1.0
R= Response Coefficient;R=8.5
10

11. 11

12. Story Drift
Lateral displacement of one floor relative
the floor below.
0
5
10
15
20
0 0.002 0.004 0.006 0.008 0.01 0.012
No.OfStory
Drift
Drift X Direction ∆M= ∆s*R*0.7≤ 0.02
0
2
4
6
8
10
12
14
16
18
0 0.005 0.01 0.015 0.02
No.OfStory
Drift
Drift Y Direction ∆M= ∆s*R*0.7≤ 0.02
12
Limit = 0.02

13. MODAL ANALYSIS
13
Study Of Dynamic Response Of Structure
Possible Deformed Shapes Of Structure
Fundamental Time period Of Structure
Governing Direction = Most Participation in that direction
Modal Shapes of SDOF
Mode 1 Mode 2 Mode 3
Total No. 0f Modes =
Modes Req. for 90%
Mass Participation
UBC 97
Why Modal
Analysis?

14. Mode shape 1 in Y-direction Mode shape 2 in Z-direction Mode shape 3 in X-direction
T1 =2.36088 sec
MODAL ANALYSIS
14
T2 =2.052278 sec T3 =1.306135 sec
DeformedDeformed

15. Project Initiating
and Planning 10/Dec/2016
Structure Modelling
and Analysis on
Etabs
10/Jan/2017
Structure
Designing 25/April/2017
Structure
Modelling on
Tekla Structure
15/July/2017
Results 15/Aug/2017
Project Timeline
15