gpii final presentation
TRANSCRIPT
Effect of varying the concrete design standards on the buildings Safety and construction cost in the UAE
Advisor:- Dr. Tamer El-Maaddawy
Done ByAhmed Sulaiman Al-Shehhi 200311935
Ahmed Ali Al-Dhaheri 200304150
Abdelnasir Ahmed Al-Naqbi 200337525
Yousef Saeed Embasi 200213420
Mana Abdullah Zaabi 200101289
UAE University
Faculty of Engineering
Civil & Environmental Dept.
Graduation Project II
Fall 2008
CIVL 590
OutlineOutline
Introduction
Objectives
Background Theory
Slab Design
Columns Design
Area of steel
Comparisons
Conclusion
CIVL 590
GP II
IntroductionIntroduction
RC is the most common material currently used in the
construction buildings and infrastructures in the UAE
CIVL 590
GP II
IntroductionIntroductionBecause the UAE is a young country, every consultant uses different standard codes in designing different projects
CIVL 590
GP II
BS-8110 ACI 318-08 CSA-A23.3
BS British Standard
ACI American Concrete Institute
CSA Canadian Standard Association
ObjectivesObjectives CIVL 590
GP II
Perform a comparative analysis between the international code requirements used in design and analysis of concrete buildings in the UAE
Design selected elements of an existing building
IntroductionIntroduction CIVL 590
GP II
BS-8110 ACI 318-08 CSA-A23.3
Columns designSlab design
Area of steel
Conservative Economical
The existing building The existing building
CIVL 590
GP II
Building description
Ground
2P (Parking)
+15“ floors ”
IntroductionIntroduction
IntroductionIntroduction CIVL 590
GP II
Used of building
CommercialResidential
IntroductionIntroductionSlab design
Design Flat Slab
Hand Calculations (Dead & Live) Load
Using Safe 8 Software To Analyze The Slab
Area Of Steel
Columns design
Determine Tributary Area
Hand Calculations (Dead & Live) Load
Calculate Ultimate Load On Columns
Area Of Steel
Flat slabFlat slab CIVL 590
GP II
A concrete slab which is reinforced in two or more directions, usually without beams or girders to transfer the loads to supporting members
Flat slabs design is appropriate for most floor situations and is also
suitable for irregular column layouts, curved floor shapes, ramps etc.
Flat slabFlat slabFlat slabFlat slab
Flat slabs may have drop panels at columns
CIVL 590
GP II
Why Flat is commonly used?Why Flat is commonly used?
Minimum depth
Speed up the construction
Flexibility in the plan layout (both in terms of the shape and column
Layout)
Clean finishes and freedom of layout of services
The flexibility of flat slab construction can lead to high economy and
yet allow the architect great freedom of form
Minimum depth
Speed up the construction
Flexibility in the plan layout (both in terms of the shape and column
Layout)
Clean finishes and freedom of layout of services
The flexibility of flat slab construction can lead to high economy and
yet allow the architect great freedom of form
CIVL 590
GP II
Flat slabFlat slabCIVL 590
GP II
CIVL 590
GP II
Safe 8 is a special purpose program that automates the analysis and design of simple to complex concrete flat plates and foundation systems
using powerful object based modeling.
The program can analyze and design slabs or mats of arbitrary shapes and varying thickness, drop panels
The software produces reinforcing layouts and evaluates the effects of punching shear around column supports.
About Safe 8About Safe 8
Load Combination Load Combination [review][review] CIVL 590
GP II
CSA-A23.3 is more conservative in both Materials factors compared with BS-8110.
ACI-318-08 does not have material factors
CSA-A23.3 is more conservative in both Materials factors compared with BS-8110.
ACI-318-08 does not have material factors
Material Factors Material Factors [review][review] CIVL 590
GP II
Strength Reduction Factors Strength Reduction Factors ØØ [review][review]Strength Reduction Factors Strength Reduction Factors ØØ [review][review]
CIVL 590
GP II
CIVL 590
GP II
Slab DesignSlab Design
The slab of the building The slab of the building
AutoCAD Drawing AutoCAD Drawing
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Load CalculationsLoad Calculations Dead load
Dead load
wocs wallsservisesCFtDL ..
cst
wowall .
Calculated directly by Safe 8 software, where is thickness of slab and is specific density of concrete.
Calculated directly by Safe 8 software, where is thickness of slab and is specific density of concrete. c
st
F.C = Flooring cover.F.C = Flooring cover.
= Own weight of wall= Own weight of wall
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GP II
Load CalculationsLoad Calculations
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GP II
To determine the load per meter square we divide the own weight of wall on the area of typical floor =
To determine the load per meter square we divide the own weight of wall on the area of typical floor =
floor typicalof Area
wallof Own weight
Own weight of wall = 0.2 m x 642.025 m x 0.31 m x 0.2 m = 844.28 KN
To determine the load per meter square we divide the own weight of wall on the area of typical floor; where are of typical floor = 1375.2859
Dead load coming from walls =
Own weight of wall = 0.2 m x 642.025 m x 0.31 m x 0.2 m = 844.28 KN
To determine the load per meter square we divide the own weight of wall on the area of typical floor; where are of typical floor = 1375.2859
Dead load coming from walls = 2/41.6
2859.1375
28,844mkN
Load CalculationsLoad Calculations
2m
We consider live load = 3We consider live load = 3
Load CalculationsLoad Calculations CIVL 590
GP II
Live load Live load
The live load value is taken from the minimum design load of ASCE7-05 and it is suitable for the activity that will take place in the building “offices and residential
3/mkN
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GP II
Slab analysis using safe 8Slab analysis using safe 8
Enter calculated load (Dead & Load)
Strips force in X-X direction Strips force in X-X direction
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Slab analysis using safe 8Slab analysis using safe 8
Strips force in Y-Y direction Strips force in Y-Y direction
The ultimate moments for selected two strips in “x” and “y” directions will be tabulated
CIVL 590
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Slab DesignSlab Design Get the area of steel of slab in each 1 m
Get the area of steel of slab in each 1 m
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Minimum concrete cover in slabMinimum concrete cover in slab
BS-8110BS-8110
BS-8110BS-8110
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Minimum concrete cover in slabMinimum concrete cover in slab
ACI-318ACI-318
CSACSA
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Slab DesignSlab DesignPoint 1& 2 are real moments that we are focus on where the maximum
point of moment will be resisted by the column depth.
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CIVL 590
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Columns DesignColumns Design
Layout of Columns Layout of Columns
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1) Tributary area 1) Tributary area
Load CalculationsLoad Calculations
2) Ultimate Load (Pu)2) Ultimate Load (Pu)
The dead load include the load that coming from slab
The dead load include the load that coming from slab
3) Are of steel (As)3) Are of steel (As)
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Load CalculationsLoad CalculationsDead Loads on ColumnsDead Loads on Columns
CIVL 590
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Load CalculationsLoad Calculations
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Load CalculationsLoad Calculations
CIVL 590
GP II
Load CalculationsLoad Calculations
Live Loads on ColumnsLive Loads on Columns
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Load CalculationsLoad Calculations
CIVL 590
GP II
Load CalculationsLoad Calculations
CIVL 590
GP II
Load CalculationsLoad Calculations
CIVL 590
GP II
Load CalculationsLoad Calculations
Dead & Live Load ResultsDead & Live Load ResultsCIVL 590
GP II
CIVL 590
GP II
AnalysisAnalysis
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AnalysisAnalysis
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Area of steel in slabArea of steel in slab
Area of steel for strips in X direction Area of steel for strips in X direction
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Area of steel in slabArea of steel in slab
Area of steel for strips in Y direction Area of steel for strips in Y direction
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Spreadsheets for flexure designSpreadsheets for flexure design Spreadsheets for flexure designSpreadsheets for flexure design
BS-8110 BS-8110
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Spreadsheets for flexure designSpreadsheets for flexure design Spreadsheets for flexure designSpreadsheets for flexure design
ACI-318-08ACI-318-08
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Spreadsheets for flexure designSpreadsheets for flexure design Spreadsheets for flexure designSpreadsheets for flexure design
CSA-A23.3CSA-A23.3
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GP II
Area of steel on slab in X direction (Strip 1-1)
0
100
200
300
400
500
600
700
800
900
1000
1 2 3 4 5 6 7 8 9 10
Moments points
Are
a o
f ste
el
BS-8110
ACI-318-08
CSA-A23.3
(Area of steel in X-direction: strip 1-1) (Area of steel in X-direction: strip 1-1)
Effect of varying design standard on Effect of varying design standard on
amount of steel in slabamount of steel in slab
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GP II
Area of steel on slab in X direction (strip 2-2)
0
200
400
600
800
1000
1200
1 2 3 4 5 6 7 8 9
Moments points
Are
a o
f ste
el
BS-8110
ACI-318-08
CSA-A23.2
(Area of steel in X-direction: strip 2-2) (Area of steel in X-direction: strip 2-2)
Effect of varying design standard on Effect of varying design standard on
amount of steel in slabamount of steel in slab
CIVL 590
GP II
Area of steel on slab in Y direction (strip 1-1)
0
100
200
300
400
500
600
700
800
1 2 3 4 5 6
Moments points
Are
a o
f ste
el
BS-8110
ACI-318-08
CSA-A23.3
(Area of steel in Y-direction: strip 1-1) (Area of steel in Y-direction: strip 1-1)
Effect of varying design standard on Effect of varying design standard on
amount of steel in slabamount of steel in slab
CIVL 590
GP II
Area of steel on slab in Y direction (strip 2-2)
0
50
100
150
200
250
300
350
400
450
1 2 3 4 5 6
Moments points
Are
a o
f ste
el
BS-8110
ACI-318-08
CSA-A23.3
(Area of steel in Y-direction: strip 2-2) (Area of steel in Y-direction: strip 2-2)
Effect of varying design standard on Effect of varying design standard on
amount of steel in slabamount of steel in slab
Spreadsheets for axial load designSpreadsheets for axial load design Spreadsheets for axial load designSpreadsheets for axial load design CIVL 590
GP II
BS-8110 BS-8110
Spreadsheets for axial load designSpreadsheets for axial load design Spreadsheets for axial load designSpreadsheets for axial load design CIVL 590
GP II
ACI-318-08ACI-318-08
Spreadsheets for axial load designSpreadsheets for axial load design Spreadsheets for axial load designSpreadsheets for axial load design CIVL 590
GP II
CSA-A23.3CSA-A23.3
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Area of steel in Columns 5 & 7Area of steel in Columns 5 & 7
The table represents the ultimate load on columns and area of steel and percentage of steel in columns
The table represents the ultimate load on columns and area of steel and percentage of steel in columns
CIVL 590
GP II
Area of steel in columns 5 & 7
0
10000
20000
30000
40000
50000
60000
Column 5
Are
a o
f ste
el
BS-8110
ACI-318-08
CSA-A23.3
Column 7
Effect of varying design standard on Effect of varying design standard on
amount of steel in columnsamount of steel in columns
CIVL 590
GP II
ConclusionConclusion
The BS-8110 is the most conservative code
The ACI-318-08 is the most economical code
The use of CSA-A23.3 code would usually in a slight reduction in the amount
of steel compared with that obtained from the BS-8110 code
The BS-8110 is the most conservative code
The ACI-318-08 is the most economical code
The use of CSA-A23.3 code would usually in a slight reduction in the amount
of steel compared with that obtained from the BS-8110 code
For flexural elements
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For axially loaded members
The CSA-A23.3 code was found very economical relative to the BS-8110 and the ACI-318-08
The steel percentage ratios determined using the BS-8110 and the ACI-318-08
codes were almost the same and both were remarkably highest than that obtained using CSA-A23.3.
The CSA-A23.3 code was found very economical relative to the BS-8110 and the ACI-318-08
The steel percentage ratios determined using the BS-8110 and the ACI-318-08
codes were almost the same and both were remarkably highest than that obtained using CSA-A23.3.
ConclusionConclusion
SummarySummary