1. Analysis And Design Of AS-Shorooq Residential Building
An-Najah National University Faculty of Engineering and Information Technology
Graduation Project Presentation II
Analysis And Design Of AS-Shorooq Residential Building
By :
*Anas Marwan Hassan Fares
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Outline
Abstract.
Introduction.
Preliminary Design.
Model Checks.
Dynamic analysis.
Final Design.
Conclusion And Recommendations
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Abstract
Structural dynamic analysis and design.
Located in Tulkarm governorate.
Consists of six floors with area equals to m2 each.
Each floor consist of four apartments.
Model on SAP2000 .
Hand calculations used to check SAP results
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4. Graduation Project 2 Presentation
Introduction
Bearing capacity of soil = 250 KN/m2 .
ACI , UBC 97 codes were used.
Ultimate Design Method was used.
Types of load : Live , Superimposed dead , and Dead .
Live load used = 2.5 KN/m2 , and in roof used 2KN/m2
Superimposed = 4 KN/m2 , and for roof = 0.5 KN/m2
External wall weight = 20 KN/m
Tank load in half of roof = 22 KN/m2
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Introduction
Structural materials : concrete B350 (28 MPa), and concrete B300 (24 MPa) , Steel with yield strength = 420 MPa.
Non-Structural materials :
Material
Density (KN/m3)
Block 12
Plaster 23
Mortar
Filling 20
Insulation
0.4
Stone 27
Ties 25
Marble 26
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Introduction
Load combinations : According to ACI.9.2.1
1.2 × Dead Load × Live Load.
1.2 × Dead Load × Live Load × Earthquake.
0.9 × Dead Load × Earthquake.
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Preliminary Design
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Preliminary Design
Beams : three types of beams used :
Main beam (drop up)
Secondary beam
(drop up)
Perimeter beam
(drop)
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Preliminary Design
Columns : two types of columns used :
C 30 × 50 cm
C 30 × 30 cm
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Preliminary Design
All slabs without roof
Red beams color = 30 × 30 cm
Yellow beams color = 50 × 30 cm
Blue beams color = 30 × 60 cm
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Preliminary Design
Roof slab
Pink beams color = 30 × 25 cm
Orange beams color = 130 × 25 cm
Blue beams color = 30 × 60 cm
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Model Checks
Modifiers used in modeling : for columns = 0.7 , and for beams = 0.35
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Model Checks
Slab in X-direction
Slab in Y-direction
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Model Checks
Compatibility Check:
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Model Checks
Equilibrium Check:
Load
SAP(KN)
Manual(KN)
% Error
Dead
0.56%
Live
0.26%
Superimposed
0.03%
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Model Checks
Internal forces Check:
member
SAP Moment
KN.m
Manual
moment
% difference B1
135.64
148.63
9.57% B2
83.04
96.94
16.74% S1
22.45
21.22
5.48% S2
23.41
24.40
4.23%
member
SAP
Axial KN
Manual %
difference C1
3.38% C2
1.25%
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Dynamic Design
Use Response Spectrum method .
Checks done for : period , reaction results of EQ in X and Y according to scale factor, and modal mass participation ratio for sum of X ,and sum of Y.
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Dynamic Design
Input data from UBC 97 :
*Zone =2A according to Palestinian seismic map.
*Importance factor : building housing = 1
*Response modification factor R:ordinary moment- resisting frame = 3.5
*Soil type = SC
*Acceleration seismic coefficient Ca = 0.18
*Velocity seismic coefficient CV = 0.25
*Sway Ordinary
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Dynamic Design
UBC97 Response spectrum curve
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Dynamic Design
Mode # 240 satisfy 90 % in X and Y
(check MPMR)
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Dynamic Design
* check was done on Response Spectrum base reaction according to input scale factor , and modified to achieve this condition.
* check was done on period for modal #1 , use brace members to modify period to be less than code equation .
* Combination for design :
DCON1 = 1.4D
DCON2 = 1.2D L
DCON3 = 1.2D + 1 L + 1Ex
DCON4 = 1.2D + 1 L + 1Ey
DCON5 = 0.9D + 1 Ex
DCON6 = 0.9D + 1Ey
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Final Design
Slabs : for all slabs without roof use 2Ø 10 top and 2Ø 10 bottom.
For roof slab : for one half that contain water tank use 2Ø 14 top and 2Ø 14 bottom , and for the other half use 2Ø 10 top and 2Ø 10 bottom.
Beams : we found results of longitudinal reinforcing , shear , and torsion , and make unification for similar beams.
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Final Design
Columns :
Column name
Dimension (cm)
AS required(mm2)
Number of bars
Ties C1
50×30
1561
8Ø16
2 Ø10/25cm C2
2084
14 Ø14 C3
1903
10 Ø 16 C4
30×30
900
6 Ø14
1 Ø10/25cm
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Final Design
Tie beams : 30 × 50 cm
Internal
External
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Final Design
Shear Wall: thickness = 25 cm. W1
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Final Design
Shear Wall: thickness = 25 cm. W2
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Final Design
Shear Wall: thickness = 25 cm. W3
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Final Design
Footing: F1
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Final Design
Footing: F2
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Final Design
Footing: F3
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31. Conclusion and recommendations
Applied what we learn in previous years to this project.
Preliminarily design was done by hand calculations , then final design done by using SAP2000 software.
As recommendations in seismic design, drop beams have to be used in the structure , columns have to be symmetric shape like rectangular or circular, external walls have to be reinforced, balcony has to be avoided because if the seismic happens, balcony will fall first. Soft storey has to be avoided too.
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The End
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